1997-5039 GC I T Y OF E N C I Id I T A S
El, JEERING SERVICES DEPARTME
505 S. VULCAN AVE.
ENCINITAS, CA 92024
GRADING PERMMIT
PERMIT NO.. 50396I
-------------------------------------------------------------------------------
PARCEL NO. : 257 - 030— I900j,- Hj,A{(-p PLAN NO.: 5039 -6
JOB SITE ADDRESS: THORNTON RANCH
APPLICANT NAME SHEA HOMES LTD.
IIAILI14G ADDRESS: 10721 TREEI4A ST. #200 PHONE NO.: 619- 549 -3156
CITY: SAN DIEGO STATE: CA ZIP: 92131—
C014TRACTOR : SHEA H011ES SAN DIEGO, INC.
LICENSE NO.: 640934
ENGINEER : HUNSAKER Z ASSOCIATES SAN DIEGO INC.
PERMMIT ISSUE DATE: 10/21/97
PERMIT EXF. DATE: 1Oi21 /9B PERMIT ISSUED BY:
114SPECTOR: GEOPACIFICAiTOOD BAUMBACH
1. PLAN CHECK FEE
2. INSPECTION FEE
3. PLAN CHECK DEPOSIT:
-------------- - - - - --
PERMIT FEES & DEPOSITS
PHO14E NO.: 619 -549 -3156
LICE14SE TYPE: B
HON 0.: 619 - 558 -4500
5,000.00 4. INSPECTION DEPOSIT:
44,001.00 5. SECURITY DEPOSIT .
DESCRIPTION OF WORK -------- - - - - --
.00
1,440,026.00
DEMOLITION /EARTHWORK /PRIVATE DRAINAGE IMPROVEMENTS /SITE RETAINING WALLSi
EROSION C014TROL AS ELEMENTS OF PRELIMINARY GRADING FOR 86EA RESIDE14TIAL
LOTiLEA PRIVATE ROAD LOT /3EA OPEN SPACE LOT, ALL FOR FUTURE TRACT 96 -028
iTMi. EARTHWORK: 246,506CY CUT /FILL. LETTER DATED OCT 13 1997 APPLIES.
PUBLIC IMPROVEMENTS BY SEPARATE PERMIT. AS— BUILTS /MONUMENTATION REQ'D.
INSPECTION —
114ITIAL INSPECTION
C011FACTIO14 REFORT RECEIVED
ENGINEER CERT. RECEIVED
ROUGH GRADI14G INSPECTION
FINAL INSPECTION
DATE -- - - - - -- INSPECTOR'S SIGNATURE - - --
I HEREBY ACK14OWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE
INFORMATION IS CORRECT AND AGREE TO COMPLY" WITH ALL CITY ORDINANCES AND STATE
LAWS REGULATING EXCAVATING A14D GRADING, AND THE PROVISIONS AND CONDITIONS OF
AIdY PERMIT ISSUED PURSUANT TO THIS APPLICATION.
SIGNAtURE o
PRINT NAME
CIRCLE ONE: 1.CWIdER 2. AGE14T 3. OTHER
W D1-
DATE SIGNED
` z tJW
TELEPHONE NUMBER
C 7 T 'r O F E N C I N I T A
El JEERING SERVICES DEPARTME
505 S. VULCAN AVE.
ENCINITAS, CA '7202'+
IMPROVEMENT PERMIT
PERMIT NO.: 5039II
PARCEL NO. 257 -030 -1900 M5,/'I(p FLAN NO.: 5039 -1
JOB SITE ADDRESS: THaRNTON RANCH
APPLICANT NAME SHEA HOMES LTD.
MAILING ADDRESS: 10721 TREENA ST. #200 PHONE NO.: 615- 549 -3156
CITY: SAN DIEGO STATE: CA ZIP: 92131-
CONTRACTOR : YAHN CONSTRUCTION, INC. PHONE NO.: 760- 727 -0203
LICE14SE NO.: 321867 LICENSE TYPE: A
INSURANCE C0MPANY NAME: ACCEPTA14CE INSURANCE C0MPANY
POLICY 140. : CL12900473 POLICY EXF. DATE: 1vi02 /96
ENGINEER : HUNSAKER & ASSOCIATES SAID DIEGO INC. PH NO : 619- 558 -4500
PERMIT I55UE DATE: 12/03/97
PERMIT EXF. DATE: 6i01 /98 PERMIT ISSUED BY:
INSPECTOR: TODD BAUMBACH
PERMIT FEES & DEPOSITS ---------------------- - - - - --
1.
PLAN CHECK
FEE :
11,700.00
4.
INSPECTION DEPOSIT:
.00
2.
IIISFECTIO14
FEE
5,85B.00
5.
SECURITY DEPOSIT
126,587.00
3.
PLAN CHECK.
DEPOSIT:
.00
(.v
hC.poFl �'�rPil- 1-AF(I<i61T-
3 )5jev ep
------------------- - - - - -- DESCRIPTIO14 OF WORk: -------------------------------
PUBLIC DRAINAGE I11PROVEIIE14TS & EXCAVATION /BACk "FILL /RESURFACING FOR WATER
(SDWDi0MWD) & SEWER (DES241), ALL FOR TRACT 96 -026, A MAJOR SUBDIVISION
OF 86EA RESIDE14TIAL LOT /lEA PRIVATE ROAD LOT /3EA OPEN SPACE LOT, TO
I14CLUDE 389LF PIPE /lEA COLLARi2EA CLEANOUT /2EA INLET. LETTER DATED OCT
13 1997 APPLIES. AS- BUILTSiIYR WARRANTY /DEFERRED MONUMENTATION REQ'D.
- - -- I14SFECTIO14
1111TIAL INSPECTION
FINAL INSPECTION
------ - - - - -- DATE
INSPECTOR'S SIGNATURE - - --
AS- BUILTS AND ONE YEAR WARRANTY RETENTION REQUIRED.
I HAVE CAREFULLY EXAMINED THE C0MPLETED PERMIT AND DO HEREBY CERTIFY UDDER
PENALTY OF PERJURY THAT ALL THE I14FORMATION IS TRUE.
SIGIJA RE
P IJT IJAIIE TEL HONE 14UMBER
3. OTHER
DATE SIGNED
CIRCLE ONE: I. OWNER E. AGE14T
ENGINEERING SERVICES DEPARTMENT
City Of Capital Improvement Projects
District Support Services
Encinttus Field Operations
Sand ReplenishmentlStormwater Complaints
Subdivision Engineering
Traffic Engineering
February 29, 2000
attn: Vincent Masucci
American Home Assurance Company
c/o American International Companies
777 South Figueroa Street, 18th Floor
Los Angeles, CA 90017
Re: TnKt t ±" _t
Grading Permit 5039GI
[Rough & Precise Grading /Erosion Control /Private Road /Planting & Irrigation]
Improvement Permit 503911
[Public Road /Drainlfrail, Deferred Monuments]
Sewer Construction Permit DES241
[Public Sewerl
{W -IV of 300 -400 Vi Cantebria/Shea Homes Limited Partnership}
A. P.N. 257 -030 - 19,45,46
Partial release of security and brief status of project
Permit 5039GI authorized demolition, earthwork, private road and drainage
improvements, site retaining walls, and erosion control, all as necessary to construct 86
single family dwellings within the named subdivision. The Field Operations Division has
approved all the rough grading, cleared occupancy for 76 lots, and verified substantial
completion of private road and drainage improvements. Therefore, an additional
reduction in the appropriate security deposit is merited.
Performance Bond 00- 189 -716, in the initial amount of $1,120,026.00 and since
reduced to $280,006.50, may be further reduced to $60,560.00. The instrument
original will be retained.
Full exoneration is conditional on the satisfactory completion of final inspection for the
remaining 10 residential lots and the subdivision as a whole, all with respect to the
Grading Permit and any Right -of -way Construction Permits governing off-site world and
approval of the as -built drawing.
Permit 50391I and Permit DES241 authorized public road, drainage, trail, and sewer
improvements, all required as conditions of approval for the named subdivision. The
Field Operations Division has verified substantial completion. Therefore, reductions in
the appropriate security deposits would be merited.
PGS /rtb /jsg/96 -028r3 bond.doc 1
Tt'J 760 6,1 2600 1 FAX —fin- 633 -!627 SUS S. Vulcan Avenue. Encinitas. California 920243633 TDD -611- 633- 2-II0 ':� recycled paper
Performance Bond 00 -189 -715, in the amount of $128,587.00 and guaranteeing
performance of public road, drainage, and trail improvements, may be reduced to
$64,294.00.
Performance Bond 00- 189 -714, in the amount of $232,422.00 and guaranteeing
performance of public sewer improvements, may be reduced to $116,211.00.
Further reductions will be merited after satisfactory completion of acceptance
inspections and approval of as -built drawings, then again after satisfactory completion of
warranty inspections.
Performance Bond 00 -189 -717, in the amount of $7,500.00 and guaranteeing
deferred monuments' performance and payment, cannot be reduced.
Exoneration will be merited after verifcation of the setting of all monuments deferred
since approval of the Final Map, and certification and proof of payment for labor and
materials, all by the Preparer of the Map. Filing of Corner Records may be required.
Submittal, approval, and recordation of a Certificate of Correction will be required if
there are any changes in the implementation of Final Map instructions.
A letter of credit has been posted as a complimentary security.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780
or in writing, attention this Department.
Sincerely,
'Greg Shields
Senior Civil Engineer
Field Operations
cc Leslie Suelter, Financial Services Manager
Shea HomeS Ltd., Developer /Property owner (point of delivery)
PGS /rtb /j sg/96 -02 8r3 bon d. doc2
ENGINEERING SERVICES DEPARTMENT
city Of Capital Improvement Projects
District Support Services
Encinitas Field Operations
Sand Replenishment/Slormwater Complaints
Subdivision Engineering
Traffic Engineering
February 29, 2000
Wells Fargo Bank, N.A.
Operations Group, Northern California
525 Market Street, 25th Floor
San Francisco, CA 94105
Grading Permit 5039GI
(W -ly of 300 -400 V1 Cantebria/i.F. Shea co. Inc.)
A.P.N. 257.030.19,45,46
Partial release of security
Permit 5039GI authorized demolition, earthwork, private road and drainage improvements, site
retaining walls, and erosion control, all as necessary to construct 86 single family dwellings
within the named subdivision. The Field Operations Division has approved all the rough grading,
cleared occupancy for 76 lots, and verified substantial completion of private road and drainage
improvements. Therefore, an additional reduction in the appropriate security deposit is merited.
Letter of Credit NZS284089, in the initial amount of $280,000.00 and since reduced to
$70,000.00, may be reduced to a new amount of $15,140.00. Considering that 10 houses
remain to be cleared for occupancy, and a walkthrough and final punchlist remain to be
completed and satisfied, a timely extension of the letter of credit is needed. The letter of credit
should be extended to preferably April 27, 2001, but no earlier than October 27, 2000. Written
acknowledgement is requested. The instrument original will be retained.
Full exoneration is conditional on the satisfactory completion of final inspection for the
remaining 10 residential lots and the subdivision as a whole, all with respect to the Grading
Permit and any Right -of -way Construction Permits governing off-site work, and approval of the
as-built drawing.
Surety bonds have been posted as complimentary securities.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780 or in
writing, attention this Department.
Sincerely,
Greg Shields tdA / L slie Sucher
Senior Civil Engineer Financial Services Manager
Field Operations Financial Services
cc Leslie Suelter, Financial Services Manager
Shea Homes Ltd., Developer /Property Owner (point of delivery)
PGS /rtb /jsg/gi5039r3.doc I
TFL - 60- 63; -2edui 1 Po\\ -611 63; -262? ins S. Vulcan Avenue Lnnnitas. ( Alornia 9202�i 36 I DD - 60- 633.2"7N) `�� recycled paper
Yea
Y City 0
Encinitas
February I, 1999
ENGINEERING SERVICES DEPARTMENT
Wells Fargo Bank, N.A.
525 Market Street, 25th Floor
San Francisco, CA 94105
Re: Tract 96-028 (TM) "Sandalwood"
Grading Permit 5039G1
(W -ly of 300.400 Vi Canlebria/J.F. Shea Co.)
A.P.N. 257-030-19,45,46
Partial release of security
Capital Improvement Projects
District Support Services
Field Operations
Subdivision Engineering
Traffic Engineering
Permit 5039GI authorized the demolition, earthwork, private drainage improvements, site
retaining walls, and erosion control necessary to construct 86 single family dwellings on
individual lots and 4 private access roads on a common lot, all within the named subdivision.
Rough grading approval has been granted by the Field Operations Division for 58 residential
lots. Therefore, a reduction in the posted security deposit is merited.
Letter of Credit NZS284089, in the amount of $280,000.00 and since reduced to $211,627.91,
may be reduced to $70,000.00. A timely extension of the letter of credit is required, good for at
least one year and setting a new expiration date of April 27, 2000. Written acknowledgment is
requested. The original document shall be retained until such time it is fully released.
Full release is conditional on the satisfactory completion of final inspection for all 90 lots and the
subdivision as a whole, all with respect to the Grading Permit and any Right -of -way
Construction Permits governing off -site work.
Performance bonds have been posted as complimentary securities.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780 or in
writing, attention this Department.
Sincerely,
Greg �hields
Senior Civil Engineer
Field Operations
cc Leslie Suelter, Financial Services Manager
Shea Homes Ltd., Developer/Property Owner (point of delivery)
PGS /jsg/gi5039c.doc 1
TEL 760 - 633 -2600 1 FAX 760.633 -2627 505 S. Vulcan Avenue. Encinitas California 92024 -3633 TDD 760 -633 -2700 1� recycled paper
i
City of
Encinitas
February 1, 1999
ENGINEERING SERVICES DEPARTMENT
attn: Patricia H. Brebner, Attomey -in -Fact
American Home Assurance Company
175 Water Street
New York, NY 10038
Re: Tract 96 -028 (TM) "Sandalwood'
Grading Permit 5039GI
(W -ly of 30OA00 Vi Cantebria/.LF. Shea Co.)
A.P.N. 257-030-19,45,46
Partial release of security
Capital Improvement Projects
District Support Services
Field Operations
Subdivision Engineering
Traffic Engineering
Permit 5039GI authorized the demolition, earthwork, private drainage improvements, site
retaining walls, and erosion control necessary to construct 86 single family dwellings on
individual lots and 4 private access roads on a common lot, all within the named subdivision.
Rough grading approval has been granted by the Field Operations Division for 58 residential
lots. Therefore, a reduction in the posted security deposit is merited.
Performance Bond 00 -189 -716, in the amount of $1,120,026.00 and since reduced to
$846,531.28, may be reduced to $280,006.50. Written acknowledgement is requested. The
original document shall be retained until such time it is fully exonerated.
Full release is conditional on the satisfactory completion of final inspection for all 90 lots and the
subdivision as a whole, all with respect to the Grading Permit and any Right -of -way
Construction Permits governing off -site work.
A letter of credit and separate performance bonds have been posted as complimentary securities.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780 or in
writing, attention this Department.
Sincerely,
Greg Shields
Senior Civil Engineer
Field Operations
cc Leslie Suelter, Financial Services Manager
Shea Homes Ltd., Developer/Property Owner (point of delivery)
PGS /jsg/gi5039d.doc 1
TEL 760 -633 -2600 1 FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas. California 92024 -3633 TDD 760633 -2700 1� recycled paper
City of
Encinitas
July 22, 1998
Wells Fargo Bank, N.A.
525 Market Street, 25th Floor
San Francisco, CA 94105
ENGINEERING SERVICES DEPARTMENT
Re: Tract 96 -028 (TM) "Sandalwood"
Grading Permit 5039GI
(W -ly of 300 -400 Vi Cantebria/J.F. Shea Co.)
A.P.N. 257 - 030 - 19,45,46
Partial release of security
Capital Improvement Projects
District Support Services
Field Operations
Subdivision Engineering
Traffic Engineering
Permit 5039G1 authorized the demolition, earthwork, private drainage improvements, site
retaining walls, and erosion control necessary to construct 86 single family dwellings on
individual lots and 4 private access roads on a common lot, all within the named subdivision.
Rough grading approval has been granted by the Field Operations Division for 28 residential
lots. Therefore, a reduction in the posted security deposit is merited.
Letter of Credit NZS284089, in the amount of $280,000.00, may be reduced by $68,372.09 to a
new amount of $211,627.91. The original document shall be retained. The balance may be
subject to further modification upon verification of substantial progress of the following:
a)rough grading inspections on 58 lots, and
b)Tnal grading inspections on all 90 lots.
Performance bonds have been posted as complimentary securities.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780 or in
writing, attention this Department.
Sincerely,
Hans C4 sen
Senior Civ Engineer
Subdivision Engineering
cc Leslie Suelter, Financial Services Manager
Shea Homes Ltd., Developer /Property Owner (point of delivery)
HCJ /jsg/5039GI.doc 1
TEL 760- 633 -2600 1 FAX 760 - 633.2627 505 S. Vulcan Avenue, Encinitas, California 92024 -7613 I'DD 760 -633 -2700 1:� recycled paper
Y
City Of
Encinitas
July 22, 1998
ENGINEERING SERVICES DEPARTMENT
attn: Patricia H. Brebner,
Attorney -in -Fact
American Home Assurance Company
175 Water Street
New York, NY 10038
Re: Tract 96 -028 (TM) "Sandalwood"
Grading Permit 5039GI
( W -ly of 300 -400 Vi Cantebria/J.F. Shea Co.)
A. P.N. 257 -030 - 19,45,46
Partial release of security
Capital Improvement Projects
District Support Services
Field Operations
Subdivision Engineering
Traffic Engineering
Permit 5039GI authorized the demolition, earthwork, private drainage improvements, site
retaining walls, and erosion control necessary to construct 86 single family dwellings on
individual lots and 4 private access roads on a common lot, all within the named subdivision.
Rough grading approval has been granted by the Field Operations Division for 28 lots.
Therefore, a reduction in the posted security deposit is merited.
Performance Bond 00- 189 -716, in the amount of $1,120,026.00, may be reduced by $273,494.72
to a new amount of $846,531.28. The original document shall be retained. The remaining sum
may be subject to further modification upon verification of substantial progress of the following:
a)rough grading inspections on 58 lots, and
byrnal grading inspections on all 90 lots.
A letter of credit and separate performance bonds have been posted as complimentary securities.
Should you have any questions or concerns, please contact Jeff Garami at (760) 633 -2780 or in
writing, attention this Department.
Sincerely,
Hans Carl nsen
Senior Civil Engineer
Subdivision Engineering
cc Leslie Suelter, Financial Services Manager
Shea Homes Ltd., Developer /Property Owner (point of delivery)
HCJ /jsg/5039G12.doc1
'rEL 760 - 633.2600 1 FAX 760 -633- 2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760-633 -2700 101 recycled paper
City Of
Encinitas
March 3, 1998
5°3%
Re: Project No. R" SN
TM 96 -028
APN 257 -030 -19, 45, and 46
Dear Property Owner or Interested Party:
On March 3, 1998 the City Engineer approved the proposed street name change for Sea View
Court, a private street off West Bluff Drive in New Encinitas, to Sandnlwood Court . The street
is located on page 1147 area E6 of the current Thomas Guide. More particulars of the location
are shown as private road on subdivision Map No. 13499.
Should you have any questions, feel free to call me at (760) 633 -2793.
Sincerely,
Blair A. Knoll, P.E.
Associate Civil Engineer
GC5792.doc bak 03 -03 -98 tm96-028 5039.sn
! r,.. ,.:. �.ni A'•. 'nn :6 .ilia, n, ,i.. l r i.. _ A yl1 rPryd�d pahe�
HUN SAKE R
► &ASSOCIATES
S A N D I E G 0, I N C
PLANNING
ENGINEERING
SURVEYING
IRVINE
LASVEGAS
RIVERSIDE
SAN DIEGO
DAVE HAMMAR
JACK HILL
LEX WILLIMAN
10179 Huennekens St.
Suite 200
San Diego, CA 92121
(619) 558 -4500 PH
(619) 558 -1414 F X
..hunsakeccom
Info®HUnsakerSD.com
November 9, 1999
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024 -3633
Attn: Engineering Department
Subject: Civil Engineer's
Certification of Finish Grade
Project: Thornton Ranch
Drawing No. 5039G
T.M. 96 -028
Lots 14 through 31
I hereby approve the finish grading for the referenced project in accordance with
my responsibilities under the City of Encinitas Grading and Excavation Code.
Finish grading has been completed substantially in conformance with the
approved grading plans which includes: positive drainage to engineered
drainage devices, staking of property corners and inclination of all slopes. The
above referenced pads have been constructed to within 0.10 feet of the
elevations shown on the approved grading plan.
(CExp.9/30/0 LAND Daniel P. Smith L.S. 6854
Hunsaker & Associates San Diego, Inc.
Oro 0:001
i
DS:kd rnsword\kA0061k19991c84.doc
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HUNSAKER
&ASSOCIATES
S A N D I E G 0, 1 N C
PLANNING
ENGINEERING
SURVEYING
IRVINE June 30, 1999
LAS VEGAS
RIVERSIDE
SAN DIEGO
DAVE HAMMAR
IACR HILL
LE% WILLMAN
10179 Huenoekens 51.
Suite 200
San Diego, CA 92121
(619) 558 -4500 PH
(619) 558-1414 F x
..hunwker.com
Into ®HunsakerSD.com
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024 -3633
Attn: Engineering Department
Subject: Civil Engineer's
Certification of Finish Grade
Project: Thornton Ranch
Drawing No. 5039G
T. M. 96 -028
Lots 32, 33, 34 and 55 through 59
I hereby approve the finish grading for the referenced project in accordance with
my responsibilities under the City of Encinitas Grading and Excavation Code.
Finish grading has been completed substantially in conformance with the
approved grading plans which includes: positive drainage to engineered
drainage devices, staking of property corners and inclination of all slopes. The
above referenced pads have been constructed to within 0.10 feet of the
elevations shown on the approved grading plan.
�Q\,AND S&
�--I. P.
O
J Z]
L.S. 6854
Daniel P. Smith L.S. 6854 Exp. 9/30/00
Hunsaker & Associates San Diego, Inc.
JUL 2 i
— 1,! RVICES
DS:kd msword \kA0061 \1999 \c55.doc
wo 0061 -316
HUNSAKER
&ASSOCIATES
5 A N D I E ( U IN(
PLANNING
ENGINEERING
SURVEYING
IRVINE June 30, 1999
LAS VEGAS
RIVERSIDE
SAN DIEGO
DAVE HAMMAR
JACK HILL
LEK WILLIMAN
10179 Huennekens St.
Suite 200
San Diego, CA 92121
(619) 558 -4500 PH
(619) 558 -1414 F%
..hunsakeccom
Info®HunsakerSD.com
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024 -3633
Attn: Engineering Department
Subject: Civil Engineer's
Certification of Finish Grade
Project: Thornton Ranch
Drawing No. 5039G
T. M. 96 -028
Lots 49 through 54
I hereby approve the finish grading for the referenced project in accordance with
my responsibilities under the City of Encinitas Grading and Excavation Code.
Finish grading has been completed substantially in conformance with the
approved grading plans which includes: positive drainage to engineered
drainage devices, staking of property corners and inclination of all slopes. The
above referenced pads have been constructed to within 0.10 feet of the
elevations shown on the approved grading plan.
SAND
U� OPaS.. �Mi
J L.S. 6854
Daniel P. Smith L.S. 6854 Exp. 9130101
Hunsaker & Associates San Diego, Inc.
.AM 3 0199A 1
e
DS:kd msword %kA0061 \19991c55.doc
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RECORDING REQUESTED BY: )
CITY OF ENCINITAS
WHEN RECORDED MAIL TO:
CITY CLERK )
CITY OF ENCINITAS )
505 SOUTH VULCAN AVENUE )
ENCINITAS. CA 92024 )
For the benefit of the City of Encinitas
ASSESSOR'S PARCEL NO. 257 - 520 -51
THE LOIGINAL OF THIS DOCOMENT
WAS RECORDED ON SEP 10, 2002
DOCIAIERT UDER 2002- 0773057
GREGORY J. SMITH. COUNTY REORDER
SAN DIEGO OUNTY RECMDER'S OFFICE
TIME: 4:26 PM
PROJECT NO. TM96 -028
GRANT OF EASEMENT
FOR RECREATIONAL TRAILS
A. SANDALWOOD IN ENCINITAS HOMEOWNERS ASSOCIATION, a California
nonprofit mutual benefit corporation ( "OWNER ", hereinafter) is the owner of real property
described in Exhibit "A" which is attached hereto and made a part hereof ( "PROPERTY"
hereinafter).
For valuable consideration, OWNER hereby grants to the City of Encinitas ( "CITY" hereinafter),
(for the benefit of CITY), easements across PROPERTY located as described in Exhibits "A"
and "B ", which are attached hereto and made a part hereof, for Public Recreational Trail
purposes which include, without limitation, use by members of the public to walk, jog, run, ride
horses, and operate non - motorized bicycles. However, no motorcycles or other motor vehicles
shall be permitted on the trails with the exception of emergency and maintenance vehicles.
B. CITY agrees to properly and safely maintain the trails and related improvements to a
level satisfactory to serve sufficiently the public need. Construction and maintenance activities
include, but are not limited to, work on, below, and above the surface of the easements.
C. Pursuant to a permit issued by the CITY, private owners of lots adjacent to the easement
granted to the CITY may construct and maintain driveways and install underground utilities
across the easement, subject to the following conditions:
1) No culverts, berms, ditches or other features which may impede or restrict the intended
use of the trail, shall be permitted.
2) The surface of any driveway which crosses the easement must be smoothed to a level
satisfactory to the Director of Community Services.
3) The grade of any driveway which crosses the easement must match the grade of the trail
on both sides.
D. CITY agrees to defend, indemnify, and save free and hold harmless OWNER from and
against all claims, liabilities, penalties, fines, or any damage to goods, properties, or effects of
and person whatever, and for personal injuries or death caused by, or resulting from, or claimed
to have been caused by, or resulting from the negligence or intentional act of CITY.
E. This easement shall run with the land and be binding upon and inure to the benefit of the
encumbrancers, successors, heirs, personal representative, transferees and assigns of the
respective parties.
If either party is required to incur costs to enforce the provisions of this easement, the
prevailing party shall be entitled to full
attorney's feces, from the other party.
Dated
Dated 15 J73
of all costs, including reasonable
Owner 6 k-. � 14 • o9sc'�
5A)DA1- "b k�eft, V1'
Signature of Owners to be notarized.
Attach the appropriate acknowledgements.
I certify on behalf of the City Council of the City of Encinitas, pursuant to authority
conferred by Resolution of said Council, adopted on November 9, 1994, that the City of
Encinitas consents to the making of the foregoing Grant of Easement for Recreational
Trails, accepts the easement granted thereon, and consents to the recordation thereof by
its duly authorized officer.
DATE: u 3. 02 BY: P& l
Peter Cota- Robles
Director of Engineering Services
STATE OF CALIFORNIA )
)SS
COUNTY OF SAN DIEGO)
On August 21, 2002, before me, Lorinda J. Ansley, Notary Public, personally appeared
Mark A.Muir, personally known to me to be the person whose name is subscribed to the
within instrument and acknowledged to me that he executed the same in his authorized
capacity, and that by his signature on the instrument, the person, or the entity upon behalf of
which the person acted, executed the instrument.
G: /p1- 95 /ack -all
OFFICIAL SEAL
LORINDA J. ANSLEY
�� NOTARY PUBLIC CALIFORNIA
COMM, NO. 1196300
SAN DIEGO COUNTY
M: rlf,1M. EYP. OCT. 25, 2002
STATE OF CALIFORNIA )
)SS
COUNTY OF SAN DIEGO)
On August 23, 2002, before me, Lorinda J. Ansley, Notary Public, personally appeared
Kurt A. Groseclose, proved to me on the basis of satisfactory evidence to be the person
whose name is subscribed to the within instrument and acknowledged to me that he
executed the same in his authorized capacity, and that by his signature on the instrument,
the person, or the entity upon behalf of which the person acted, executed the instrument.
OFFICIAL SEAL
LORINDA J. ANSLEY
NOTARY PUBLIC - CALIFORNIA,
COMM. NO. 1196.'!00
SAN DIEGO COUNTY
Mr CUMM. ExP, OCT. 25, 2002
G: /p1- 95 /ack -all
14
EXHIBIT "A"
LEGAL DESCRIPTION
TRAIL EASEMENT
ALL THAT PORTION OF LOT 89 OF ENCINITAS TRACT NO. 96 -028, IN THE CITY OF
ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO THE
MAP THEREOF NO. 13499 FILED IN THE OFFICE OF THE COUNTY RECORDER
NOVEMBER 12, 1997, AS SHOWN ON EXHIBIT "B" ATTACHED HERETO AND MADE A
PART HEREOF, DESCRIBED AS FOLLOWS:
BEGINNING AT THE MOST NORTHERLY CORNER OF SAID LOT 89;
THENCE ALONG THE NORTH LINE OF SAID LOT 89 SOUTH 88'29'24" EAST
(SOUTH 89 °12'53" EAST PER SAID MAP NO. 13499), 81.50 FEET TO THE TRUE POINT
OF BEGINNING,
THENCE CONTINUING SOUTH 88029'24" EAST, 182.88 FEET;
THENCE LEAVING SAID NORTH LINE SOUTH 4543'29" WEST, 77.29 FEET,
THENCE SOUTH 8 °43'29" WEST, 75.00 FEET TO THE EASTERLY LINE OF THE
EASEMENT FOR PEDESTRIAN TRAIL AND RECREATION FACILITIES DEDICATED PER
SAID MAP NO. 13499;
THENCE ALONG SAID EASTERLY LINE NORTH 31 001'30" WEST
(NORTH 31 45'00" WEST PER SAID MAP NO. 13499), 77.62 FEET;
THENCE NORTH 24 002'31" WEST, 62.95 FEET;
THENCE NORTH 79 059'31" WEST, 51.22 FEET TO THE TRUE POINT OF BEGINNING.
CONTAINING 0.174 ACRES MORE OR LESS.
THIS PROPERTY DESCRIPTION HAS BEEN PREPARED BY ME, OR UNDER MY
DIRECTION, IN CONFORMANCE WITH THE PROFESSIONAL LAND SURVEYORS ACT.
SB80. INC. Encvmtas Ranch - South Mesa
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Thornton Nursery Site
Preliminary Geotechnical Studies
for
BARRATT AMERICAN
W.O. 127 -CA
July 29, 1996
EARTH AND
ENVIRONMENTAL
ENGINEERING, INC.
E 3
MAR 18 1997
ENCIGNEERING �S
Y OF ENCINITAS
TABLE OF CONTENTS
Thornton Nursery Site
SUMMARY........................................................................................ ..............................1
SCOPEOF SERVICES .......................................................................
..............................1
PROPOSEDDEVELOPMENT ..........................................................
..............................2
SITEDESCRIPTION ..........................................................................
..............................3
Water...............................................................................................
..............................5
Surfacewater: ............................................................................................................
5
Groundwater: ............................................................................................................
5
Seismicity........................................................................................
..............................6
EarthMaterials ................................................................................
..............................6
Existingfills: .............................................................................................................
6
Topsoil: ......................................................................................................................
7
Alluvium: ...................................................................................................................
7
FormationalDeposits: ...............................................................................................
7
CONCLUSIONS AND RECOMMENDATIONS ..............................
..............................8
Plan Review and Consultation ........................................................
..............................8
Fill Materials and Expansive Soil ...................................................
..............................8
Site Clearing & Demolition .............................................................
..............................9
Removals & Corrective Grading .....................................................
..............................9
Slopes.............................................................................................
.............................10
Special Earthwork Considerations .................................................
.............................10
EarthworkConstruction .................................................................
.............................10
Settlements.....................................................................................
.............................11
Foundation Design and Construction .............................................
.............................11
Design - Conventional Foundations ...........................................
.............................11
PostTension Foundations ..........................................................
.............................14
Construction - Conventional Foundations ..................................
.............................13
Concrete Construction ................................................................
.............................14
Conventional Retaining Wall Design And Construction ..............
.............................16
FoundationDesign: .................................................................................................
17
Restrained Retaining Walls: ....................................................................................
17
CantileveredWalls: .................................................................................................
17
WallBackfill and Drainage: ....................................................................................
17
Utility Trench Construction And Backfill ...................................
.............................18
Pavement Section Design And Testing ..........................................
.............................19
ConstructionObservations .............................................................
.............................20
POST CONSTRUCTION CONSIDERATIONS ...............................
.............................20
Landscape Maintenance And Planting ...........................................
.............................20
Drainage.........................................................................................
.............................21
AdditionalGrading ...............................:.........................................
.............................21
LIMITATIONS..................................................................................
.............................22
ENCLOSURELIST ...........................................................................
.............................23
E3
EARTH AND
GEOTECHNICAL
3
ENVIRONMENTAL
ENVIRONMENTAL
MATERIALS TESTING
-
MINERAL ASSESSMENT
ENGINEERING, INC.
ENGINEERING GEOLOGY
July 29, 1996
W.O. 127 -CA
BARRATT AMERICAN
2035 Corte del Nogal, Suite 160
Carlsbad, California 92009
Attention: Mr. Dave Jacinto
Subject: Preliminary Geotechnical Studies
Thornton Nursery Site
Encinitas, California
Gentlemen:
Earth and Environmental Engineering, Inc. is pleased to present the results of our
preliminary geotechnical studies for the Thornton Property in Encinitas, California.
The purpose of our study was to evaluate the geotechnical conditions on the site and
their effects on the planned site development.
This report presents the results of our site studies, including the data collected and
generated, discussion of findings, pertinent maps, conclusions, and recommendations
for site development.
SUMMARY
Based on the results our studies there are no conditions present on the site which
prohibit or severely restrict site development. The following summaries our s findings:
Extensive demolishing and proper disposal of associated debris will be required.
• Loose surficial materials will require removal and recompaction.
• All areas of existing fill should be removed and properly recompacted.
The site is underlain by terrace deposits and bedrock of the Torrey Pines Formation.
Site soils and bedrock are generally considered to be moderately to highly erosive.
Site soils are generally low expansive and not considered problematic.
Ground water, except in local perched zones is not anticipated to be encountered.
In general the site is well suited for the proposed residential development.
1045 LINDA VISTA DRIVE • SUITE 108 • SAN MARCOS • 92069 619- 471 -9505 • FAX 619 - 471 -9074
BARRATT AMERICAN July 29, 1996
Thornton Nursery Site W.O. 127 -CA
Preliminary Geotechnical Studies PAGE 2
SCOPE OF SERVICES
The scope of our services on this project included the following:
1) Site reconnaissance to evaluate the general surface conditions on the site.
2) Review of pertinent available geologic data and general information.
3) Review of aerial photographs of the site and vicinity.
4) Evaluation of site seismicity and the associated risks and hazards.
5) Excavating, logging and sampling of 33 back hoe test pits and 25 hand
auger borings to evaluate near surface soil conditions. Logs of test
excavations are presented in Appendix A. Location of the test excavations
are indicated on the Geotechnical Map, Plate 1.
6) Laboratory testing of samples obtained from test excavations. Laboratory
test procedures and results are presented in Appendix B.
7) Appropriate geologic and soil engineering analysis of the identified
conditions and materials encountered by our field and laboratory testing.
This report presents our findings, conclusions and recommendations for the site
development as currently proposed, based on the conditions encountered .
DEVELOPMENT
Based on the Tentative Map for the Thornton Property prepared by Dudek &
Associates, site development will include 86 single family residential lots with
necessary access roadways and 3.8 acres of open space. Site access is to be from Via
Canterbria Street using a new roadway near the northeast property comer. Additionally,
an emergency access road will be provide to the west.
The plan indicates that cuts and fill would be less than 25 feet deep. Deeper fill areas
would result from removals. All graded slopes are planned at gradients of 2:1
(horizontal to vertical) or flatter. At this time the major slopes range up to
approximately 40 feet high. The lower portions of most major slopes will be in cut with
fill comprising the upper portions.
E3
BARRATT AMERICAN
Thomton Nursery Site
Preliminary Geotechnical Studies
SITE DESCRIPTION
July 29, 1996
W.O. 127 -CA
PAGE
The Project is located at 950 -990 Zona Gale Road in Encinitas, California 92024. The
approximately 40 acre site has been used as a nursery since the 1950's. The Project was
developed/constructed in stages over approximately 40 years, apparently beginning in
the early 1950's. The site and surrounding area are indicated on the Site Location Map,
Figure 1.
Existing improvements presently consist of greenhouses; three single - family residential
dwellings; a cold storage warehouse facility; ancillary buildings utilized for nursery
equipment, office, and chemical storage; landscaping, surface -level asphalt -paved
parking /drive areas, and a tennis court. The site is currently supports a plant nursery
facility, a cabinet shop and single - family residences. Current access to the site is via
Zona Gale Road from Via Canterbria Street. Access within the site is via a system of
both dirt and paved roads.
In an effort to develop an overview of the site history, aerial photographs were
reviewed at the County of San Diego Department of Cartography.
The 1928 aerial photographs indicated the Project is unimproved with sparse natural
vegetation.
The 1953 aerial photograph does not differ significantly from the 1928 aerial
photograph.
Review of the 1960 aerial photograph differs from the 1953 aerial photograph in that:
• The Project is unimproved with the northern third of the site utilized for
farmland.
Review of the 1967 aerial photograph differs from the 1960 aerial photograph in that:
• Green house structures are present in the northern portion of the site. (The
offsite steel water tank is present east of the site.)
Review of the 1970 aerial photograph differs from the 1967 aerial photograph in that:
• Two residences are present, additional greenhouses are present in the north
central portion of the site.
Review of the 1983 aerial photograph differs from the 1970 aerial photograph in that:
• Greenhouses in the northern portion of the site approximate the existing
configurations.
E3
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E' Thornton Property Location Map ENCINITAS ,
W.O. 127 - CA CALIFORNIA
EARTH AND ENVIRONMENTAL ENGINEERING. INC. FIGURE 1
BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE
Review of the 1989 aerial photograph differs from the 1983 aerial photograph in that:
• with the exception of the south western greenhouse which post dates this photo,
site improvements are essentially as at present.
Elevations range from 258 feet msl in a drainage near the southwest comer of the site
to about 386 feet msl near the southeast comer of the site. Rather steep bluff areas are
present in the western and northeast portions of the parcel. Other than the bluffs, site
topography is rather gentle throughout most of the site with natural gradients mostly
flatter than 10 to 1. Areas of grading, such as around some of the existing structures,
has modified these gradients.
Site grading has been rather minimal. There are numerous greenhouses on site of
various construction ranging from light steel frame with hard plastic or fiberglass
panels to lumber with "visqueen" panels. There are also several permanent structures,
including three residences, an office building, a warehouses and packing plant. The
areas covered by the greenhouses have been graded with minor cuts and fills generally
limited to approximately two feet deep; locally deeper areas are present.
The existing deeper cut area is located in the south portion of the site. The south
western most green house sits on a fill which was placed in a older canyon in the late
1980's or early 1990's. The packing plant building rests largely on the cut area
associated with this fill. Air photos, suggest that a small infilled canyon may also
extend beneath the northwestern most greenhouse.
Water
Surface water:
Surface water on the site is largely limited to incident precipitation and irrigation.
Some limited runoff from the parcel to the north and also from off site at the southeast
comer of the site may occur. Drainage via sheet flow and channels is largely controlled
by the past site development. Overall drainage is from east to west.
Ground water:
There is no evidence that a natural ground water condition is present on the site which
would impact site development. The actual ground water table is likely in excess of 100
E3
BARRATT AMERICAN
Thomton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 6
feet below the ground surface. Minor perched conditions may occur particularly as the
result of irrigation, or near the location of septic systems.
Seismicity
The site is in a seismically active region, but is not within an Alquist Priolo Special
Study Zone. There are no known active or potentially active faults within the
immediate proximity of the site. The Rose Canyon Fault about six (6) miles southwest
of the site, is the closest fault to the site which is considered to be active. It represents
the highest potential risk to generate ground shaking on the site. The maximum
credible ground accelerations from a 7.0 magnitude event on the Rose Canyon would
be approximately 0.24g while the maximum credible event of 6.0 magnitude would
produce accelerations of approximately 0.15g. The acceleration would be no greater
than for other nearby properties. Seismically resistant structural design in accordance
with local building ordinances should be followed during the design of all structures.
Earth Materials
Earth materials on the site consist of man made fills, topsoil, minor amounts of
alluvium, and formational deposits considered to be both marine terrace deposits and
Torrey Sandstone. The approximate lateral extents and relationships between the
various units is indicated on Plates 1 and la, and on the Cross - Sections Plates 3a
through 3d.
Existing fills:
Numerous fills are present on the site and are generally less than two (2) feet thick.
They are similar in composition to the source materials. The majority of the fill is silty
sand with varying organic contents resulting from the long term site use.
Deeper fills are present in several areas. The three existing residences and associated
areas are apparently constructed in part on fills. These have not been specifically
explored but appear to be up to ten (10) feet deep.
The largest known fill on the site is located beneath the southwestern most greenhouse.
Mr. Robert Thornton indicated that a small canyon was filled over the years with
E3
BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 7
agricultural waste (mulch, dead plants, etc.) and miscellaneous other debris (e.g. water
heater, domestic animals, a truck). Exploration encountered this debris rich fill at
depths of about five (5) to seven (7) feet and extended to at least 15 feet deep in TP-
14. Above the debris, the fill encountered was essentially clean soil. The materials in
the lower portion of this fill are not suitable for reuse as compacted fill. It may be
possible to use some of this material as mulch and spread it in open space or larger
landscape areas (e.g. graded slopes). Off site disposal may be warranted. However, this
can best be evaluated during construction.
Topsoil:
A variable mantle of topsoil blankets much of the site. In certain areas it is difficult to
distinguish between this soil and the fills. These soils can also be gradational with the
weathered underlying formational deposits. Removal of all topsoil in structural areas
should be anticipated.
Alluvium:
Alluvial deposit on site appear to be limited to the gullies and swale areas. These
deposits have not been encountered in test excavations. Deposits of this nature are
usually soft and compressible. For the most part construction would not occur in these
areas so that these will not impact site development. The exceptions are in the fill areas
beneath Lot 54 and Lot 56. Complete removal will be necessary prior to fill placement.
No exploration was performed in these areas but maximum depth of 10 to 15 feet are
anticipated.
Formational Deposits:
The bedrock materials on site consist apparently of both Quaternary Terrace Deposits
and Torrey Sandstone.
The Terrace Deposits are typically red brown silty sands which are reasonably dense
and considered to be moderately erodable. Except in weathered zones they are
considered suitable for structural support.
The Torrey Sandstone consists of tan to light brown, slightly silty to silty fine to
medium grained sandstones. This unit is generally friable and moderately erodable.
Typically weakly bedded or massive the bedding orientation is rather flat lying.
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 8
Local hard cemented zones could be encountered in both the terrace deposit and Torrey
Sandstone.
CONCLUSIONS AND RECOMMENDATIONS
Development of the site appears feasible from a geotechnical viewpoint. No conditions
on the site are considered to present major or particularly unusual concerns to
development. The recommendations that following should be incorporated into the
design and construction phases of development.
It should be realized that these recommendations assume proper construction
techniques and procedures are used to ensure their implementation. If any contractor
feels that a given recommendation cannot be reasonably implemented, it should be
brought to the attention of this firm and the developer prior to the start of construction
and preferably during the bidding process.
Plan Review and Consultation
As they become available, final site development and foundation plans should be
submitted to this office for review and comment. This review is intended to minimize
any misunderstandings between the plans and recommendations presented herein. We
can also provide consultation regarding construction procedures as plans are developed.
In addition, earthwork construction performed on the site should be observed and tested
by this office. If conditions are found to differ substantially from those stated,
appropriate recommendations would be offered at that time.
Fill Materials and Expansive Soil
The onsite materials are should generally be well suited for placement in structural
fills.
Organic content of existing surface soil may be fairly high locally due the long term
site use. Testing to date has indicated the organic content is generally less than three (3)
percent and as such is acceptable for fill without unusual concerns. However, some
samples tested indicate organic contents over than three (3) percent. As such, offsite
E3
BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 9
disposal or mixing of the upper six (6) to 12 inches of soil with other material may be
warranted to decrease organic content in some areas. Organic rich soil may be found
within the greenhouses. Grading can probably be planned to accommodate this with
minimal efforts.
Based on the results of our testing, the site materials should produce dominantly low
expansive soil.
Due to the sandy nature of the materials slopes will be erosive.
Site Clearing & Demolition
Extensive site clearing and demolition will be needed due to the numerous structures
present and abundant miscellaneous debris present. All structures would be razed and
the foundations removed. Debris from the demolition should be properly disposed of
offsite. Vegetative matter should properly be disposed of offsite. Some of the debris
present and created during demolition operations may need to be disposed of following
regulatory guidelines (e.g. asbestos containing materials). Experienced and properly
licensed contractors should be used.
Concrete from the foundations and other non deleterious materials may be buried in
deeper fill areas provided the fragments are appropriately sized and care is taken during
placement.
Larger stands of trees are present, where they fall in graded areas, removal will be
necessary. Heavy root zones may be present necessitating offsite disposal.
Mr. Thornton indicated six sewage disposal systems are present. These are reportedly
deep (50+ feet) seepage pit systems presumably with septic tanks. Septic tanks will
need to be removed and the excavations properly backfilled. Seepage pits would need
to be pumped to remove effluent, backfilled with appropriate methods (e.g. a lean
cement sand slurry), and capped with approximately ten (10) feet of fill. If leach fields
are encountered they should be removed, any debris properly disposed of and returned
to finish grade with fill. Septic systems may result in the need for slope stabilization.
Removals & Corrective Grading
The natural soil mantle appears fairly thin, perhaps less than three feet. Some areas of
exposed bedrock were observed and other areas are likely have less than two feet of
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 10
soil. All loose and compressible materials should be removed and recompacted in
areas to receive fill or in structural areas. We feel it likely that removals will range
from two to four feet average.
Slopes
Typically cut and fill slopes to the heights proposed and constructed of the materials
encountered were found to have acceptable factors of safety. Cut slopes in Torrey
Sandstone are usually not found to need stabilization. However, slopes in old fill, in
close proximity to sewage systems or if adverse geologic conditions are encountered,
could require corrective work. Also, loose highly friable sands could be encountered
during site grading necessitating slope stabilization. These can best be addressed as
additional information becomes available as the result of exposures created during the
construction of the project. We suggest that a budgetary allowance be provided and a
contract unit price be established for slope stabilization.
Special Earthwork Considerations
There does not appear at this time to be any condition on the site which would be
considered unusual for sites in this general area and history. Geotechnical conditions
should be readily addressed with standard procedures with the possible exception of the
high organic content in some of the surface soils.
Earthwork Construction
Earthwork Construction should be performed in accordance with the requirements of
the City of Encinitas, the Uniform Building Code, and the Grading Guidelines
presented in Appendix C.
The Grading Guidelines outline the general construction procedures for earthwork
construction. Site specific situations and conditions often arise which are not discussed
in general guidelines, when anticipated these are discussed in the text of the report. The
Guidelines are intended to assist the contractor to more efficiently complete the project
by providing a reasonable understanding of the procedures that would be expected
during earthwork and the testing and observation used to evaluate those procedures.
Included within the Grading Guidelines is a section addressing "Job Safety"
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 11
Settlements
Some settlement will occur in all man made fill. The total amount of settlement and the
time in which they occur depends on various factors, including : type of materials ,
initial moisture content, initial compaction, fill depth. Provided these settlements are
fairly minor and/or relatively uniform they do not present significant design
considerations.
In areas, of deeper fill, with significant changes in fill thickness, with steep basal
contacts, differential fill settlements can occur. These can be a factor to considered
during earthwork, for construction scheduling (phasing), and foundation design.
Provided fills are properly compacted and given the depth of fills (approximately 25
feet maximum) and the sandy nature of the materials, long term differential settlements
exceeding 1/2 to 3/4 of an inch in a twenty five foot span on any lot are not anticipated.
Resultant angular distortions are not expected to exceed 1/400. The configuration of
removal areas or other factors may effect these settlements and resultant angular
distortions should be reviewed following the completion of site grading. Construction
delays could be recommended in some areas to accommodate initial settlements.
Foundation Design and Construction
Specific foundation design and construction parameters can be provided at the
appropriate time. It appears, based on field observations and laboratory testing, that the
majority of on site soils are low expansive.
For preliminary purposes we offer the following parameters.
Design - Conventional Foundations
The following foundation design parameters have been developed based on the
assumptions that:
1. all footings are founded in bedrock or properly compacted fill,
2. prescribed setbacks from descending slopes are maintained, and
3. primary loads on the foundations are applied vertically,
4. wall loads on continuous footings are or the order of 2000 pounds per lineal
foot, with column loads not exceeding 30 kips.
In the event that these assumptions are incorrect, review of the specific conditions
would be warranted.
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 12
1. Bearing Capacity:
a. An allowable bearing capacity of 1500 pounds per square foot, including both dead
and live loads, may be utilized for continuous and pad footings maintaining a
minimum base width of 12 inches for continuous footings and a minimum bearing
area of three (3) square feet (1.75 ft by 1.75 ft) for pad footings is recommended.
Foundation systems should be embedded at a minimum depth of 12 inches below
the lowest adjacent finished grade. Embedment should be determined with
consideration given to the impacts of fine grading and landscaping.
b. The allowable bearing value may be increased by one -third when considering short
term live loads (e.g. seismic and wind loads).
2. Lateral Resistance :
a. The passive earth pressure may be computed as an equivalent fluid having a
density of 300 pounds per square foot per foot of depth, to a maximum earth
pressure of 2000 pounds per square foot.
b. A coefficient of friction between soil and concrete of 0.35 may be used with dead
load forces.
c. When combining passive pressure and frictional resistance, the passive pressure
component should be reduced by one - third.
3. Set Backs:
a. The outside bottom edge of all footings for settlement sensitive structures should
be set back a minimum of H/2 (where H is the slope height) from the face of any
descending slope. The setback should be at least seven (7) feet and need not exceed
20 feet.
b. The bottom of all footings for structures near retaining walls should be deepened so
as to extend below a 1:1 projection upward from the bottom inside edge of the wall
stem.
c. Additional setbacks may be recommended along daylite cut areas unless the outer
perimeter is removed and recompacted.
d. Any improvements not conforming to these setbacks may be subject to lateral
movements and/or differential settlements.
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 13
Construction - Conventional Foundations
General foundation construction guidelines are presented below for various expansive
soil conditions. Specific requirements may be determined based on the depths of
differential fill and the expansivity of the soils near finish grade. Minor considerations
for differential fill depths could result in increased foundation design parameters.
Low Expansive (Expansion Index 0 - 50)
1. Footing depths:
a. Exterior footings may be founded at a minimum depth of 18 inches. Depth should
be determined based on the lowest adjacent grade. A minimum of 12 inches
embedment into bearing soils is required.
Exterior isolated pad footings should be founded at a minimum depth of 18 inches
and tied to the main foundation system with a grade beam in at least one direction.
Depth should be determined based on the lowest adjacent grade.
b. Interior footings may be founded at a minimum depth of 12 inches from pad grade
c. A grade beam 12 inches wide, founded at the same depth and similarly reinforced
as the adjacent footings, should be constructed across any large openings (e.g.
garage doors).
2. Footing Reinforcement:
a. All continuous footings should be reinforced with a minimum of two (2) No. 4
reinforcing bars; one bar should be positioned near the top of the footing and one
bar should be positioned near the bottom of the footing.
b. The project structural engineer should evaluate the need to reinforce isolated pad
footings.
3. Concrete slabs:
a. Concrete slabs should be a minimum of four (4) inches thick (nominal) or as
recommended by the structural engineer.
b. All slabs should be underlain with a minimum two (2) inches thick sand base
including the sand for the vapor barrier. (Four inches is typically required to protect
the vapor barrier.)
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BARRATT AMERICAN
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Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 14
c. Dwelling area slabs should be reinforced with 6 inch by 6 inch, No.10 by No.10
welded wire mesh (6x6 -W 1.4xW 1.4) or equivalent.
In areas where rigid flooring (e.g. ceramic tile, marble, etc.) is anticipated, placing
No, 3 reinforcing bars at 18 inch centers in two directions should be considered.
Slab reinforcement should be properly supported to insure placement near the
vertical mid -point of the slab. Hooking or pulling of the reinforcing mesh is not
recommended.
d. Where moisture condensation is undesirable, concrete slabs should be underlain by
a minimum six (6) mil polyvinyl chloride (or equivalent) membrane, sandwiched
between two layers of clean sand at least two inches thick. Care should be taken to
properly seal all seams and penetrations.
e. Garage slabs need not be reinforced, provided they are poured separately from the
perimeter footings and a positive separation with expansion joint material is
maintained. Two car garage slabs should be quartered with saw cuts or expansion
joints approximately one -third the slab thickness in depth. Three car garage slabs
should be similarly divided into sixths.
4. Subgrade Moisture:
Specific moisture conditioning is recommended for these soil conditions.
Presoaking should be anticipated. The moisture content of subgrade soils should be
at least optimum moisture to a depth of at least 12 inches below pad grade. This
can require an extended period of time to achieve. Moisture content should be
verified by our representative prior to placing visqueen or reinforcing steel. (This
requirement may be waived for certain soil conditions.)
Post Tension Foundations
Post - tension foundations systems maybe used for all soil conditions. Design parameters
can be provided upon request.
Concrete Construction
The concrete contractor should follow UBC and ACI guidelines regarding design, mix,
placement and curing of the concrete.
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BARRATT AMERICAN
Thomton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 15
Concrete Cracking
Concrete cracks should be expected. These cracks can vary from sizes that are
essentially unnoticed to more than 1/8 inch in width. Most cracks in concrete while
unsightly do not significantly impact long term performance. While it is possible to take
measures to reduce the extent and size of cracks that occur, (proper concrete mix,
placement, curing, control joints, etc.), some cracking will occur despite the best efforts
to minimize it. Concrete undergoes chemical processes that are dependent on a wide
range of variables which are difficult, at best, to control. Concrete while seemingly a
stable material also is subject to internal expansion and contraction due to external
changes over time.
One of the simplest means to control cracking is to provide weakened joints for
cracking to occur along. These do not prevent cracks from developing, they simply
provide a relief point for the stresses that develop. These joints are widely accepted
means to control cracks but are not always effective.
Control joints are more effective the more closely spaced. We would suggest that
control joints be placed in two direction spaced the numeric equivalent of two times
thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control
joints at 8 feet centers). As a practical matter this is not always possible nor is it a
widely applied standard.
Cement Type and Concrete Placement
No sulfate testing was performed in conjunction with this study. Testing should be
performed at the completion of rough grading to evaluate if sulfate resistant concrete is
necessary.
Concrete Flatwork
Exterior concrete flatwork (patios, walkways, driveways, etc.) are often some of the
most visible aspects of site development. They typically receive the lowest level of
quality control, being considered "non - structural' components. Cracking of these
features is fairly common due to various factors while cracking is not usually
detrimental it is unsightly.
As such, we suggest that the same standards of care be applied to these features as to the
structure itself. Details are presented for sidewalk and driveways in the San Diego
Regional Standard Drawings. The following should be considered from those
standards:
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 16
1. Weakened plane joints are required at maximum 15 feet intervals with troweled
groves every 5 feet. Other types of joints could be considered but this can serve
as a general guideline.
2. Minimum thickness of sidewalks is indicated as 4 inches.
3. Minimum thickness of concrete driveways is indicated as 5.5 inches.
For this site we also suggest the following general guidelines.
All concrete flatwork should be reinforced with 6 inch by 6 inch, No. 10 by No. 10
welded wire mesh (6x6- W2.9xW2.9) or the equivalent. (This may be modified based
on expansive soil conditions at the completion of grading.) Concrete slabs should be
provided with control joints to help minimize random cracking. The more closely
spaced these joints the more effective they will be in providing crack control.
Consideration should be given to placing these joints at maximum eight (8) feet centers
in two directions and with as even spacing as possible based on the surface
configuration. The concrete contractor should follow UBC and ACI guidelines
regarding design, mix, placement and curing of the concrete.
Expansive soil will likely be present at finished grade in at least some areas of the
project. These soils are problematic with respect to long term performance of all
concrete components. By their nature, the less load there is on the expansive soil then
the more sensitive they are to volume change. This sensitivity is also increased in direct
relation to the potential for soils to experience moisture variations. Various steps can be
taken to mitigate the effects of expansive soils. Methods that have been shown to be
effective include the following:
1. Moisture conditioning (presoaking) during construction causing initial expansion
to occur which is often the most damaging.
2. Perimeter thickened edges to both stiffen the slabs and reduce moisture
fluctuations.
3. Reinforcing and control joints
4. Thick base sections or non expansive caps.
Conventional Retaining Wall Design And Construction
Recommendations below may be applied to typical masonry or concrete vertical
retaining walls to a maximum height of ten (10) feet. Additional review and
recommendations should be requested for higher walls. Additional recommendations
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 17
should also be requested for design of gravity wall systems, as the recommendations
offered below are not applicable to such systems.
Foundation Design:
Foundations for vertical masonry and poured concrete retaining walls may be designed
and constructed using recommendations in the "Foundation Design" discussion
presented earlier.
Restrained Retaining Walls:
Any retaining wall that will be restrained prior to placing backfill or walls that have
male or reentrant corners, should be designed for at -rest soil conditions using an
equivalent fluid pressure of 60 pcf, plus any applicable surcharge loading. For areas
having male or reentrant comers, the restrained wall design should extend a minimum
distance equal to twice the height of the wall laterally from the comer.
Cantilevered Walls:
Active earth pressures may be used for design of cantilevered walls, provided the wall
is not restrained from minor deflections. An equivalent fluid pressure approach may be
used to compute the horizontal pressure against the wall. The appropriate fluid unit
weights are given below for specific slope gradients of the retained material.
SURFACE SLOPE OF
EQUIVALENT FLUID
RETAINED MATERIALS
PRESSURE
(HORIZONTAL TO VERTICAL
LEVEL
35
2 TO 1
50
These equivalent fluid weights do not include other superimposed loading conditions
such as expansive soil, vehicular traffic, structures, seismic conditions or adverse
geologic conditions.
Wall Backfill and Drainage:
Backfill placed within a 1 to 1 projection behind any wall should be comprised of
relatively free draining low to medium expansive soils which are properly compacted
(90% relative compaction). Use of other materials might necessitate revision to the
parameters provided and modification of wall designs. If granular (e.g. gravel) is used
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 18
as backfill, mechanical compaction is recommended. The surface of the backfill should
be sealed by pavement or the upper 24 inches be comprised of compacted native soils.
Proper surface drainage needs to be provided and maintained.
Retaining walls should be provided with an adequate pipe and gravel back drain system
to prevent build up of hydrostatic pressures. Backdrains should consist of a four (4) inch
diameter perforated collector pipe embedded in a minimum of one (1) cubic foot per
lineal foot of 3/8 to 1 inch clean crushed rock or equivalent, wrapped in filter fabric. A
minimum of two outlets should be provided for each drain section. On longer drain
runs, efforts should be made to provide outlets at 50 feet maximum intervals. As an
alternate to the collector pipe, weep holes at 10 to 15 feet O.C. could be provided.
Backdrainage can be eliminated behind retaining walls less than two (2) feet high.
Weep holes should be provided or the head joints omitted in the first course of block
extended above the ground surface.
Backdrains are not intended to and do not prevent minor water seepage through a wall.
The degree of water or damp proofing should be evaluated and appropriate measures
taken.
Typical wall construction guidelines are presented on Plate RW -1.
Utility Trench Construction And Backfill
Utility trench excavation and backfill is the contractors responsibility. The geotechnical
consultant typically provides periodic observation and testing of these operations.
While, efforts are made to make sufficient observations and tests to verify that the
contractors' methods and procedures are adequate to achieve proper compaction, it is
typically impractical to observe all backfill procedures. As such, it is critical that the
contractor(s) use consistent backfill procedures.
Trenches for all utilities should be excavated in accordance with CAL -OSHA and any
other applicable safety standards. Safe conditions will be required to enable
compaction testing of trench backfill.
1. All utility trench backfill in slopes, structural areas, streets and beneath all flat
work or hardscape should be brought to near optimum moisture and compacted
to at least 90 percent of the laboratory standard. Neither flooding nor jetting is
recommended for native soils.
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BARRATT AMERICAN July 29, 1996
Thornton Nursery Site W.O. 127 -CA
Preliminary Geotechnical Studies PAGE 19
2. Flooding or jetting may be used with select sand having a Sand Equivalent (SE)
of 30 or higher in shallow (12+ inches) under slab interior trenches. The water
should be allowed to dissipate prior to pouring slabs.
3. Sand backfill should not be allowed in exterior trenches adjacent to and within
an area extending below a 1:1 projection from the outside bottom edge of a
footing, unless it is similar to the surrounding soil.
4. Care should be taken not to place soils at high moisture content within the upper
three feet of the trench backfill in street areas, as overly wet soils may impact
subgrade preparation.
Pavement Section Design And Testing
Pavement design for the roadways can be provided upon request, when they are near
subgrade elevation. We suggest that at a minimum two weeks lead time be allowed to
accommodate necessary testing and approval process. Depending on various factors,
two weeks may not be an adequate time frame to avoid delays.
For planning purposes we have assumed a R -value of 20 and a Traffic Index (T.I.) of
5.5 for "A" Street and a T.I. of 5.0 for the Cut de Sacs. These assumption result in
structural section of 3 inches Asphaltic Concrete (AC) over 9.5 inches Class II
Aggregate Base (AB) for "A" Street and 3 inch AC over 7.5 inches AB for other
streets.
The paving contractor is typically responsible for compaction in the upper 6 to 12
inches of subgrade and the base to 95% relative compaction. Subgrade compaction
typically requires uniform scarification and moisture conditioning to the specified
depth. Both the subgrade and base must be firm and unyielding.
A sample of base material needs to be provided to us for laboratory maximum density
determination at least two (2) working days prior to delivery to the site. Otherwise,
results of compaction testing may not be immediately available.
Asphalt compaction testing may be required or requested. If so this firm would utilize
the maximum density provided by the batch plant. The paving contractor should
provide this information to our office at least one day before testing is requested. The
test data should be no more than three months old.
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BARRATT AMERICAN
Thomton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 20
Construction Observations
This office should be notified in advance of any site construction including rough
grading, additional fill placement, regrading of the site, trench backfilling or retaining
wall backfilling .
Footing trenches should be observed by our representative prior to placing steel to
check for proper width and depth. A second observation should be requested prior to
pouring concrete. A single observation can be performed, however, any needed
corrections are more difficult once steel and forms are placed. These observations may
be provided by the local building department in some jurisdictions.
When recommended the presoaking of under slab areas should be checked within 48
hours prior to pouring concrete.
If desired we will also provide slump testing and casting of concrete cylinders during
construction. The cylinders would subsequently be broken to determine compressive
strength, verifying compliance with specifications.
Efforts will be made to accommodate all requests for field observations in a timely
manner and can usually be accommodated with 24 hour notice. However, at least two
(2) full working day advanced notice may be required to schedule our personnel for any
field observations, five (5) day advanced notice is needed for full time services. Failure
to provide adequate notice may result in our personnel not being available and delays to
the job progress.
POST CONSTRUCTION CONSIDERATIONS
Landscape Maintenance And Planting
Water has been shown to weaken the inherent strength of soil, and slope stability is
significantly reduced by overly wet conditions. Positive surface drainage away from
graded slopes should be maintained and only the amount of irrigation necessary to
sustain plant life should be provided for planted slopes. Overwatering should be
avoided.
Care should be taken when adding soil amendments to avoid excessive watering.
Leaching as a method of soil preparation prior to planting is not recommended.
Graded slopes constructed within and utilizing onsite materials could be erosive.
Weathering may increase the potential for erosion and or shallow slump features.
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BARRATT AMERICAN
Thornton Nursery Site
Preliminary Geotechnical Studies
July 29, 1996
W.O. 127 -CA
PAGE 21
Eroded debris may be minimized and surficial slope stability enhanced by maintaining
a suitable vegetation cover. Plants selected for landscaping should be light weight, deep
rooted types which require little water and are capable of surviving the prevailing
climate.
An abatement program to control ground burrowing rodents should be implemented and
maintained. This is critical as burrowing rodents can decreased the long term
performance of slopes.
It is common for planting to be placed adjacent to structures in planter or lawn areas.
This will result in the introduction of water into the ground adjacent to the foundation.
This type of landscaping should be avoided. If used then extreme care should be
exercised with regard to the irrigation and drainage in these areas. Waterproofing of the
foundation and/or subdrains may be warranted and advisable, we could discuss these
issues if desired, when plans are made available.
Drainage
The need to maintain proper surface drainage and subsurface systems can not be overly
emphasized. Positive site drainage should be maintained at all times. Drainage should
not flow uncontrolled down any descending slope. Water should be directed away from
foundations and not allowed to pond or seep into the ground. Pad drainage should be
directed toward approved area(s).
Positive drainage should not be blocked by homeowner improvements. Homeowners
should be aware of potential problems that could develop when drainage is altered
through construction of retaining walls, pools, spas, flatwork or other improvements.
Even apparently minor changes or modifications can cause problems.
It is the homeowner's responsibility to maintain and clean drainage devices on or
contiguous to their lot. In order to be effective, maintenance should be conducted on a
regular and routine schedule and necessary corrections made prior to each rainy season.
Additional Grading
This office should be notified in advance of any additional fill placement, site
regrading, or trench backfilling that occurs subsequerit to any completed stage of site
construction. Footing trench spoil and any excess soils generated from utility trench
excavations should be compacted to a minimum relative compaction of 90 percent if not
removed from the site.
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BARRATT AMERICAN
Thomton Nursery Site
Preliminary Geotechnical Studies
LIMITATIONS
July 29, 1996
W.O. 127 -CA
PAGE 22
The materials observed on the project site appear to be representative of the area;
however, soil and bedrock materials vary in character between excavations and natural
outcrops or conditions exposed during site construction. Site conditions may vary due
to seasonal changes or other factors. Earth and Environmental Engineering, Inc.
assumes no responsibility or liability for work, testing or recommendations performed
or provided by others.
Since our recommendations are based the site conditions observed and encountered, and
laboratory testing, our conclusion and recommendations are professional opinions
which are limited to the extent of the available data. Observation during construction
are important to allow for any change in recommendations found to be warranted. These
opinions have been derived in accordance with current standards of practice and no
warranty is expressed or implied. Standards of practice are subject to change with time.
The opportunity to be of service is greatly appreciated.
concerning this report or if we may be of further assoa
contact either of the undersigned. i%
Respectfully
Earth and En
ElM-- z
Principal Geologist �Ct�
xc: (2) Addressee
(3) Dudek
If you have any questions
vslease do not hesitate to
Principal Engineer
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49754
c N r . u 14 .11�
Thornton Nursery Site
Preliminary Geotechnical Studies
ENCLOSURE LIST
July 29, 1996
W.O. 127 -CA
PAGE 23
Plate RW -1 Retaining Wall Schematic
Plates 1 & la - Geotechnical Map (in Pocket)
Plate 3a through 3d - Geotechnical Cross Sections
Appendix A -Logs of Test Pits
Appendix B - Laboratory Testing
Appendix C - Grading Guidelines
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I
TYPICAL RETAINING WALL CONSTRUCTION
MINIMUM
'FEET
SURFACE ABOVE WALL
- ------------------
............
..........
WITH ,r
MAXIMUM PER REPORT
3
SLOPE TO DRAIN
LOWTO
WIEDILAA
EXPANSIVE
MATERUIL
TO 1 INCH i
ETypical Retaining Wall Details
1 1Q IT 'PTnrKmvRTmr. Tmr
THORNTON NURSERY SITE
ENCINITAS, CALIFORNIA
PLATE RW-1
GEOLOGIC
CROSS SECTIONS
3
E
A
400
350
250
A'
�-- 400
350
300
250
E 3 THORNTON PROPERTY GEOLOGIC
W.O. 127 -CA CROSS SECTIONS
EAxrx AND ENvmoNMENrAL ENGINEERING, INC. PLATE 3A
C
150-
100-
D
150 —
D-20 D -21
TP -17 D -22
TP -18 TP -19 TP -14
100
C'
100
50
6a
D'
100
t— 50
E
THORNTON PROPERTY
W.O. 127 -CA
GEOLOGIC
CROSS SECTIONS
EARTH AND ENVIRONMENTAL ENGINEERING, INC.
PLATE 3B
E E,
350-4 � 350
300
300
250
250
GG'
350 o-2 350
HA -9 D-3
.. 300
300
2
250 50
3
E
THORNTON PROPERTY GEOLOGIC
CROSS SECTIONS
W.O.127 - CA
EARTH Arm ENvmoNMEwAL ENGINEERING, INC. PLATE 3C
--
250
250
F
F'
350
350
300
300
TP -22
250
250
GG'
350 o-2 350
HA -9 D-3
.. 300
300
2
250 50
3
E
THORNTON PROPERTY GEOLOGIC
CROSS SECTIONS
W.O.127 - CA
EARTH Arm ENvmoNMEwAL ENGINEERING, INC. PLATE 3C
o
1
0 0 0
3
E GEOLOGIC
THORN'I'ON PROPERTY
W.O.127 -CA CROSS SECTIONS
EARTH AND ENv RoNMENTAL ENGD EEmG, Nc. PLATE 3D
APPENDIX A
LOGS OF TEST PITS
K3
OTHER DATA
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Barran American BACKHOE LOGS
Thomton Nursery Site
TEST DEPTH DESCRIPTION
PIT
T.P. 1 0 " -3" Top soil: dark brown, loose, silty sand
3"-4" Terrace deposit: tan/orange, medium grained sand
4 " -7' Cemented sandstone, gray, medium to coarse grain sand
7' Total Depth
T.P. 2 0" -8" Top soil: dark brown, silty sand moist, loose
8 " -3' Terrace deposit: light brown/orange, fine to medium grain sand
3' -6' Dark brown, fine medium grain sand.
Minor caving at 3' -5'. Palm roots to 4.5 feet
6' Total Depth
I
T.P. 3 0 " -1.5' Tap soil: dark brown black, silty sand, moist, loose
1.5' -2.5' Terrace Deposit: light brown, silty sand
2.5' Cemented sandstone, rusty /tan bard, damp
2.5' Total Depth, backhoe unable to excavate further
T.P. 4 0 " -8" Top soil: dark brown, silty sand, moist
8 " -12" Terrace deposit: light brown, medium grain sand, moist
12" Cemented sandstone, white /tan
14" Total Depth, backboe unable to excavate further.
July 29, 1996
W.O. 127CA
T.P. 5 0" -12" Top soil; light brown, fine grain sand, moist, silty
12 " -2' Terrace deposit: light brown, fine to medium grain sand, moist, loose
2' -3' Cemented sandstone, white, damp
3' Total Depth
T.P. 6 0 " -2' Top soil: light brown, fine grain, silty sand, moist
2'-4' Cemented sandstone, rusty /tan, darrip
4' Total Depth
T.P. 7 0 " -10" Top soil: dark brown, organic, loose
10 " -12" Terrace deposit: light brown, fine grain sand, silty
1' -3' Cemented sandstone, rusty /tan, damp
3' Dry density 110pcf; moisture 11.7%
My
r
Barratt American BACKHOE LOGS
Thomton Nursery Site
TEST DEPTH DESCRIPTION
PIT
3' Total Depth
T.P. 8 0 "_8" Decomposed granite, medium grain sand (old road bed)
8 " -2.5' Top soil; dark brown, medium grain sand, clayey, moist
2.5' -3' Cemented sandstone, rusty/tan, hard, damp
Total Depth
1 T.P. 9 0" -1' Top soil: dark brown, medium gain sand, silty, loose
1' -3' Cemented sandstone, rusty/tan, damp
3' Dry density 100. moisture 12.7% @ 3'
Total Depth
T.P. 10 0" -8" Decomposed granite, loose, (old road bed)
8 " -1.5' Top soil: dark brown, medium grain sand,with clay
1.5' -2' Cemented sandstone, rusty/tan
-" 2' Total Depth
T.P. 11 0 " -10" Top soil: medium brown, fine grain sand, silty
"j 10 " -1' Terrace deposit: brown/orange sand, moist, loose
1' -4.5' Cemented sandstone, rusty/tan,moist, hard
4.5' Total Depth
July 29, 1996
W.O. 127CA
T.P. 12 0" -1' Top soil: reddish/brown, medium gain sand, clayey, moist, loose
+ 1' -1.5' Cemented sandstone, rusty /tan, damp, hard
1.5' Total Depth
T.P. 13 0 " -13" Top soil: reddish/brown, fine grain silty sand, moist
13" -3' Terrace deposit: brown/orange, sand, moist, hard
3' Dry density 116.3 moisture 8.7% @ 3'
3' Total Depth
1
T.P. 14 0 " -7' Top soil: light brown/orange, sand, moist to wet, fill
J 7' -14' Fill: Dark gray brown to black, fine grain sand, moist with organics and
miscellaneous debris (fence posts, cans, barb wore, etc.)
J' 14' +. Total Depth
Barratt American
l Thomton Nursery Site
:t
BACKHOE LOGS July 29, 1996
W.O. 127CA
TEST
DEPTH
DESCRIPTION
PIT
T.P. 15
0" -8'
Top soil: light brown/orange, moist, fill
8' -14' +
Fill: decomposing material, dark brown/black, fine grain sand,with miscellaneous
debris (plastic sheeting, auto parts, tree branches), organic odor present
14'
Total Depth
i
T.P. 16
0 " -1"
Top soil: light brown, medium grain sand
V-17
Terrace deposit: rusty/tan, medium grain sand, loose, cobbles 1 " -2" present
i
1.5'
Cemented sandstone
1.5'
Total Depth
T_P. 17
0 " -18"
Terrace Deposit: brown/orange, fine to medium grain sand, dense, moist
18"
Dry density 106. moisture 14% @18"
18"
Total Depth
T.P. 18
0 " -18"
Top soil: brown/orange, fine to medium grain sand, moist, fill
18 " -10'
Fill: Gray/black, fine to medium grain sand, with: plastic sheeting, wood and organic
material --
10'
Alluvium: Light gray, medium grain sand, moist
10'
Total Depth
J T.P. 19
0 " -3"
Top soil; brown, fine to medium grain sand, moist, fill
1
3 " -8"
Fill: graylblack, fine grain sand, trash present
8'
Total Depth
J T.P. 20
0 -1'
Top soil: brown, fine to medium grain sand, moist
1' -4.5'
Terrace deposit: rusty/tan sand, moist, loose
i
4.5'
Total Depth
T.P. 21
0 " -28"
Cemented sandstone, rusty/tan, damp, excavated next to asphalt parking lot
-�
28'
Total Depth
T.P. 22
0 " -7"
Top soil: light brown, fine to medium grain sand, moist
J
d
Barratt American BACKHOE LOGS July 29, 1996
A Thornton Nursery Site W.O. 127CA
s
TEST DEPTH DESCRIPTION
PIT
3 7 " -29" Cemented sandstone, rusty /tan, medium grain sand, damp
29" Total Depth
T.P. 23 0" -14" Top soil: light brown, fine to medium grain sand, damp
14 " -3.5' Cemented sandstone, rusty /tan, medium grain sand
3.5' -5.6' Cemented sandstone, rusty /tan, hard, fractured into large chunks
5.6' Total Depth
i
T.P. 24 0 " -20"
20"
20"
T.P. 25 0 " -3"
3" -3'
3' -6'
6'
Top soil: reddish/brown, medium grain sand, damp
Cemeted sandstone,
Total Depth. Note: excavated at top edge of slope above "Via Montero"
Top soil: tan, medium grain sand, moist
Terrace deposit: tan/orange, medium grain sand, loose, moist
Terrace deposit: tan/orange, coarse grain sand, damp
Total Depth
3 T.P. 26 0 " -3" Top soil: brown, medium grain sand, fill, moist
3" -3' Terrace deposit: brown/orange, medium grain sand, moist
3' -5.1' Terrace deposit: brown/orange, medium to coarse grain sand, moist
5.1' Total Depth
T.P. 27 0 " -3' Top soil: brown, medium grain sand, moist
3' -6' Gray, fine grain sand, with some trash, asphalt, moist
6' Total Depth
1
T.P. 28 0 " -6' Fill: dark brown, medium grain sand
ai 2.5' Several large pieces of plastic sheeting
6' Terrace deposit: nrsty/tan sand, hard, moist
6' Total Depth
.l
T.P. 29 0 " -3' Fill: brown, medium grain sand, moist
J
@3' Several large pieces of plastic sheeting
J-
A
Barratt American BACKHOE LOGS July 29, 1996
Thornton Nursery Site W.O. 127CA
TEST DEPTH DESCRIPTION
PIT
3' -14' Terrace deposit ? /Alluvium ?: Rusty brown to tan to light gray, medium grain sand,
firm, moist
14' Total Depth. Excavated underneath mulch pile
T.P. 30 0 " -4' Fill: brown, silty sand with pea gravel, moist, loose
@4' minor trash
4' -6' wet.
6' -7.5' Terrace deposit: Rusty brown and gray Sandstone, moist to wet, medium dense
slightly clayey, moist to wet
7.5' Water seepage and minor caving at 5' to 6' in base of alluvium
7.5 ' Total Depth
T.P. 31 0" -1' Top soil: reddish brown, silty sand, loose
1' -3' Highly weathered ten-ace deposit, silty, sand
3' -3.5' Terrace deposit: rusty /tan, medium dense silty sand, moist to very moist
3.5' Total Depth
T.P. 32 0" -1' Top soil: brown, medium grain sand, moist
1.5' Terrace deposit: rusty tan medium grain sand, moist
1.5' Total Depth, cemented sandstone
T.P. 33 0" -1' Top soil: brown, medium grain sand, moist
1'13' Terrace deposit: Red brown to white (mottled) silty sandstone, moist, dense
4' Total Depth
Thornton Nursery Site HAND AUGER LOGS July 29, 1996
W.O. 127CA
BORING DEPTH DESCRIPTION
HA 1 0" -12" Top soil: high organic content, wood chips, moist
12 " -20" Terrace deposit: browm/tan, medium grain sand, silty, dense, moist
20" Total Depth
HA 2
0 " -5"
Top soil: high organic content, moist
Terrace deposit: light brown/oranee sand, moist
5 " -20"
Top soil: dark brown, fine to medium grain sand, silty/clayey, wet.
H.4 9 0 " -14"
20 " -26"
Terrace deposit: tan, medium grain sand, silty, wet
Terrace deposit: brown orange, medium grain sand, moist
33"
Cemented sandstone, Total Depth,
HA 3
0" -18"
Top soil: high organic content, damp
18 " -24"
Top soil: dark brown, medium grain sand, moist
24"
Cemented sandstone, Total Depth
HA 4
0" -18"
Top soil: high organic content, material mixed with gravel
18 " -25"
Top soil: brown, medium grain sand, moist
25 " -27"
Terrace deposit: light brown/orange, moist
27"
Cemented sandstone, Total Depth
HA 5
0"-8"
Top soil: high organic content, dark brown, damp
8" -12"
Terrace deposit: light brown/orange sand, moist
18"
Cemented sandstone, Total Depth
H.4 6 0 " -8„
8".12"
12 " -20"
20"
HA 7 0 " -12"
12 " -18"
18"
Top soil: white/brown sand, moist, surface crust
Terrace deposit: light brown sand. moist
Terrace deposit: light browriiorange sand, wet
Cemented sandstone, Total Depth
Top soil: dark brown, fine to medium grain sand, moist
Terrace deposit: light brown/orange, medium grain sand silty
Cemented sandstone, Tots] Depth
HA 8 0 " -6"
Top soil: dark brown, medium Brain sand, moist
6 " -14"
Terrace deposit: light brown/oranee sand, moist
14"
Terrace deposit: fine sand wet to moist, Total Depth
H.4 9 0 " -14"
Top soil: dark brown, medium grain sand, silty, moist
14 " -18"
Terrace deposit: brown orange, medium grain sand, moist
18"
Terrace deposit: fine sand moist, Total Depth
HA 10 0" -10" Top soil: dark brown, medium grain sand, silty
10 " -22" Terrace deposit: light brown/oranee medium grain sand, silty
22 " -30" Terrace deposit: oranee /tan, medium grain sand, moist
30" Cemented sandstone, moist, Total Depth
Thornton Nursery Site HAND AUGER LOGS July 29, 1996
W.O. 127CA
BORING DEPTH DESCRIPTION
HA 11
0 " -6"
Top soil: light brown, medium grain sand, damp
Terrace deposit: light brown, silty sand., clay, moist
6" -18"
Terrace deposit: light brown/orange medium grain sand, damp
18 " -30"
18"
Cemented sandstone, Total Depth
HA 12
0 " -3"
Top soil: tan, silty, sand, damp
6 " -36"
3 " -6"
Terrace deposit: light brown, fine to medium grain sand
Cemented sandstone, Total Depth
6 " -36"
Terrace deposit: light brown, silty, sand moist
2 " -8"
36"
Cemented sandstone, Total Depth
HA 13
0 " -3"
Top soil: high organic content, dark brown, fine grain sand, moist
3 " -12"
Terrace deposit: brown/orange, silty sand, moist
12"
Total Depth
RA 14
0 " -12"
Top soil: light brown, medium grain sand, silty, moist
12 " -36"
Terrace deposit: light brown, fine to medium grain sand silty, moist
36"
Cemented sandstone, Total Depth
HA 15
0 " -6"
Top soil: light brown, silt, moist
6 " -20"
Terrace deposit: light brown, fine grain sand, silty, moist
20"
Cemented sandstone, Total Depth
RA 16 0 " -12"
12 "-42"
42"
RA 17 0 "-3"
3 " -30"
30"
Top soil: light brown, silty, sand, moist
Terrace deposit: liebt brown, medium grain sand, silty, moist
Terrace deposit light brown sand, saturated, Total Depth
Top soil: tan, sand, damp
Terrace deposit:; light brown, fine grain sand, silty
Cemented sandstone, Total Depth
H.A 18 0 "-4"
Top soil: light brown, silty sand
4 " -6"
Terrace deposit: light brown, silty sand., clay, moist
6" -18"
Terrace deposit: gray/blue, silty sand with clay, moist
18 " -30"
Terrace deposit: brown/black. fine grain sand, silty, moist
38"
Total Depth
H-A 19 0 " -6"
Top soil: light brown, medium grain sand, silty
6 " -36"
Terrace deposit: light brown silty sand, moist
36"
Cemented sandstone, Total Depth
HA 20 0 " -2"
Terrace deposit: damp
2 " -8"
Terrace deposit medium grain sand, silty
8 " -12"
Cemented sandstone, Total Depth
APPENDIX B
Laboratory Testing
E3
LABORATORY TEST RESULTS
Classification
Soils were classified visually according to the United Soil Classification System.
Classification were supplemented by mechanical analyses in accordance with
ASTM D -2487 for representative specimens.
Laboratory Standard
The maximum dry density and optimum moisture content were determined for the
major soil types encountered during site exploration Testing was
performed in
general accordance with ASTM D1557.
Moisture- density relationships obtained for these soils are shown
below.
SOIL
MAXIMUM
OPTIMUM
TYPE DESCRIPTION
DRY DENSITY
(PCF)
MOISTURE
( %)
1 (TP•s) Medium Brown Medium grained Sand
131.0
8.0
2 (TP 2) Reddish Brown, to white Medium Grained Sand
132.5
9.5
3 (TP -5) Light Tan, Medium Grained Silty Sand
122.4
10.5
Shear Testing
Shear testing was performed in a direct shear machine of the strain - control type.
The rate of deformation is approximately 0.05 inches per minute. the samples were
sheared under varying confining loads in order to determine that coulomb shear
strength parameters, angle of internal friction and cohesion. The tests were
performed on both remolded and insitu (rings of native) samples of near - surface
soil. The shear test results are presented on Plates SH -I through S -3.
Expansion Tests
Expansion Index (EI) Expansion index tests were performed on samples of soils
encountered during site exploration in general accordance with Standard 29 -2 of
the Uniform Building Code. Test results are indicate Expansion indices of 10, 16
and 21 which are in the low range for expansion.
LABORATORY TEST PROCEDURES
E3
PAGE 1
Organic Content
The organic content of five samples obtained in the greenhouse areas. The test
procedure used was in general accordance with ASTM Test Designation D 2974.
Test results are as follows:
SAMPLE HA -1 @ HA -7 @ HA -12 a@ HA -2 a@ HA -13 G
0" to 6" SURFACE 6" 6" V
ORGA.NiC
CONTENT 6.36 3.28 1.81 5.62 2.4
LABORATORY TEST PROCEDURES
E3
PAGE
_1
'.i
_ 1 SAMPLE
SOIL TYPE 3 - REMOLDED
90% MDO; 80% OMC
MMD = 132.5 OMC = 9.5
i
i
J
J
J
I
11
I
I
7
7
DIRECT SHEAR TEST DIAGRAM
r = 0 tsf (D= 42.0 DEGREES
PLATE SH -1
�
i 1
I ,
i
1.25
I
I
,T s
r
r
W
2
I
r
iN
I
0.5
�
♦ LEGEND
DJASHrARa
I
I
0.
0 0.25 0.5 0.75 1 125 1.5
CONFINING PRESSURE Ittf)
PLATE SH -1
DIRECT SHEAR TEST DIAGRAM
SAMPLE
TP23|nSitu
C= 0.05tsf cD=26.5DEGREES
�a '----'-----^--'-- ---------'—'- �--' '-' -
�
izs
l �
�
0.5
ms
-
o 0.25 m ,m 1 ,1.25 � a
o o
CONFINING PRESSURE Itwfi
PLATE SH^2
i
SAMPLE
TP 26 In Situ
DIRECT SHEAR TEST DIAGRAM
C = 0.04 tsf m= 37.0 OEGREES
PLATE SH -3
APPENDIX C
Grading Guidelines
E'
GRADING GUIDELINES
Guidelines presented herein are intended to address general construction procedures for
earthwork construction. Specific situations and conditions often arise which cannot
reasonably be discussed in general guidelines, when anticipated these are discussed in the
text of the report. Often unanticipated conditions are encountered which may necessitate
modification or changes to these guidelines. It is our hope that these will assist the
contractor to more efficiently complete the project by providing a reasonable
understanding of the procedures that would be expected during earthwork and the testing
and observation used to evaluate those procedures.
General
Grading should be performed to at least the minimum requirements of governing
agencies, Chapters 18 and 33 of the Uniform Building Code and the guidelines presented
below.
Preconstruction Meeting
A preconstruction meeting should be held prior to site earthwork. Any questions the
contractor has regarding our recommendations, general site conditions, apparent
discrepancies between reported and actual conditions and/or differences in procedures
the contractor intends to use should be brought up at that meeting. The contractor
(including the main onsite representative) should review our report and these guidelines
in advance of the meeting. Any comments the contractor may have regarding these
guidelines should be brought up at that meeting.
Grading Observation and Testing
1. Observation of the fill placement should be provided by our representative during
grading. Verbal communication during the course of each day will be used to
inform the contractor of test results. The Contractor should receive a copy of the
"Daily Field Report" indicating results of field density tests that day. If our
representative does not provide the contractor with these reports, our office should
be notified.
2. Testing and observation procedures are, by their nature, specific to the work or
area observed and location of the tests taken, variability may occur in other
locations. The contractor is responsible for the uniformity of the grading
operations, our observations and test results are intended to evaluate the
contractor's overall level of efforts during grading. The contractor's personnel are
GRADING GUIDELINES
E3
PAGE I
the only individuals participating in all aspect of site work. Compaction testing and
observation should not be considered as relieving the contractor's responsibility to
properly compact the fill.
3. Cleanouts, processed ground to receive fill, key excavations, subdrains and rock
disposal should be observed by our representative prior to placing any fill. It will
be the Contractor's responsibility to notify our representative or office when such
areas are ready for observation.
4. Density tests may be made on the surface material to receive fill, as considered
warranted by this firm.
In general, density tests would be made at maximum intervals of two feet of fill
height or every 1,000 cubic yards of fill placed. Criteria will vary depending on
soil conditions and size of the fill. More frequent testing may be performed. In
any case, an adequate number of field density tests should be made to evaluate the
required compaction and moisture content is generally being obtained.
Laboratory testing to support field test procedures will be performed, as considered
warranted, based on conditions encountered (e.g. change of material sources,
types, etc.) Every effort will be made to process samples in the laboratory as
quickly as possible and in progress construction projects are our first priority.
However, laboratory work loads may cause in delays and some soils may require a
minimum of 48 hours to properly test. Whenever, possible our representative(s)
should be informed in advance of operational changes which might result in
different source areas for materials.
7. Procedures for testing of fill slopes are as follows:
a) Density tests should be taken periodically during grading on the flat surface
of the fill three to five feet horizontally from the face of the slope.
b) If a method other than over building and cutting back to the compacted core
is to be employed, slope compaction testing during construction should
include testing the outer six inches to three feet in the slope face to
determine if the required compaction is being achieved.
8. Finish grade testing of slopes and pad surfaces should be performed after
construction is complete.
GRADING GUIDELINES
E3
PAGE 2
Site Clearing
1. All vegetation, and other deleterious materials should be removed from the site. If
material is not immediately removed from the site it should be stockpiled in a
designated area(s) well outside of all current work areas and delineated with
flagging or other means. Site clearing should be performed in advance of any
grading in a specific area.
2. Efforts should be made by the contractor to remove all organic or other deleterious
material from the fill. This is especially important when grading is occurring near
the natural grade. All equipment operators should be aware of these efforts.
Laborers may be require as root pickers. Even the most diligent efforts may result
in the incorporation of some materials.
Nonorganic debris or concrete may be placed in deeper fill areas provided the
procedures used are observed and found acceptable by our representative. Typical
procedures are indicated on Plate G -4.
Treatment of Existing Ground
1. Following site clearing, all surficial deposits of alluvium and colluvium as well as
weathered or creep effected bedrock, should be removed (see Plates G -1, G -2 and
G -3) unless otherwise specifically indicated in the text of this report.
2. In some cases, removal may be recommended to a specified depth (e.g. flat sites
where partial alluvial removals may be sufficient) the contractor should not exceed
these depths unless directed otherwise by our representative.
Groundwater existing in alluvial areas may make excavation difficult. Deeper
removals than indicated in the text of the report may be necessary due to saturation
during winter months.
4. Subsequent to removals, the natural ground should be processed to a depth of six
inches, moistened to near optimum moisture conditions and compacted to fill
standards.
5. Exploratory back hoe or dozer trenches still remaining after site removal should be
excavated and filled with compacted fill if they can be located.
Subdrainage
1. Subdrainage systems should be provided in canyon bottoms prior to placing fill,
and behind buttress and stabilization fills and in other areas indicated in the report.
GRADING GUIDELINES
E3
PAGE 3
Subdrains should conform to schematic diagrams G -1 and G -5, and be acceptable
to our representative.
2. For canyon subdrains, runs less than 500 feet may use six inch pipe. Typically,
runs in excess of 500 feet should have the lower end as eight inch minimum.
3. Filter material should be clean, 1/2 to 1 inch gravel wrapped in a suitable filter
fabric. Class 2 permeable filter material per California Department of
Transportation Standards tested by this office to verify its suitability, may be used
without filter fabric. A sample of the material should be provided to the Soils
Engineer by the contractor at least two working days before it is delivered to the
site. The filter should be clean with a wide range of sizes.
4. Approximate delineation of anticipated subdrain locations may be offered at 40
scale plan review stage. During grading, this office would evaluate the necessity of
placing additional drains.
All subdrainage systems should be observed by our representative during
construction and prior to covering with compacted fill.
Subdrains should outlet into storm drains where possible. Outlets should be located
and protected. The need for backflow preventers should be assessed during
construction.
Consideration should be given to having subdrains located by the project
surveyors.
Fill Placement
1. All site soil and bedrock may be reused for compacted fill; however, some special
processing or handling may be required (see text of report).
Material used in the compacting process should be evenly spread, moisture
conditioned, processed, and compacted in thin lifts six (6) to eight (8) inches in
compacted thickness to obtain a uniformly dense layer. The fill should be placed
and compacted on a nearly horizontal plane, unless otherwise found acceptable by
our representative.
If the moisture content or relative density varies from that recommended by this
firm , the Contractor should rework the fill until it is in accordance with the
following:
GRADING GUIDELINES
E3
PAGE 4
a) Moisture content of the fill should be at or above optimum moisture.
Moisture should be evenly distributed without wet and dry pockets. Pre -
watering of cut or removal areas should be considered in addition to
watering during fill placement, particularly in clay or dry surficial soils. The
ability of the contractor to obtain the proper moisture content will control
production rates.
b) Each six inch layer should be compacted to at least 90 percent of the
maximum dry density in compliance with the testing method specified by
the controlling governmental agency. In most cases, the testing method is
ASTM Test Designation D -1557.
4. Rock fragments less than eight inches in diameter may be utilized in the fill,
provided:
a) They are not placed in concentrated pockets;
b) There is a sufficient percentage of fine- grained material to surround the
rocks;
C) The distribution of the rocks is observed by and acceptable to our
representative.
Rocks exceeding eight (8) inches in diameter should be taken off site, broken into
smaller fragments, or placed in accordance with recommendations of this firm in
areas designated suitable for rock disposal (See Plate G -4). On projects where
significant large quantities of oversized materials are anticipated, alternate
guidelines for placement may be included. If significant oversize materials are
encountered during construction, these guidelines should be requested.
6. In clay soil large chunks or blocks are common; if in excess of eight (8) inches
minimum dimension then they are considered as oversized. Sheepsfoot
compactors or other suitable methods should be used to break up blocks.
Slope Construction
I . The Contractor should obtain a minimum relative compaction of 90 percent out to
the finished slope face of fll slopes. This may be achieved by either overbuilding
the slope and cutting back to the compacted core, or by direct compaction of the
slope face with suitable equipment.
Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet
with compaction efforts out to the edge of the false slope. Failure to properly
GRADING GUIDELINES
E3
PAGE 5
compact the outer edge results in trimming not exposing the compacted core and
additional compaction after trimming may be necessary.
3. If fill slopes are built "at grade" using direct compaction methods then the slope
construction should be performed so that a constant gradient is maintained
throughout construction. Soil should not be "spilled" over the slope face nor
should slopes be "pushed out" to obtain grades. Compaction equipment should
compact each lift along the immediate top of slope. Slopes should be back rolled
or otherwise compacted at approximately every 4 feet vertically as the slope is
built.
4. Corners and bends in slopes should have special attention during construction as
these are the most difficult areas to obtain proper compaction.
5. Cut slopes should be cut to the finished surface, excessive undercutting and
smoothing of the face with fill may necessitate stabilization.
Keyways, Buttress and Stabilization Fills
Keyways are needed to provide support for fill slope and various corrective procedures.
Side -hill fills should have an equipment -width key at their toe excavated through
all surficial soil and into competent material and tilted back into the hill (Plates G-
2, G -3). As the fill is elevated, it should be benched through surficial soil and
slopewash, and into competent bedrock or other material deemed suitable by our
representatives (See Plates G -1, G -2, and G -3).
2. Fill over cut slopes should be constructed in the following manner:
a) All surficial soils and weathered rock materials should be removed at the
cut -fill interface.
b) A key at least one (1) equipment width wide (or as needed for compaction)
and tipped at least one (1) foot into slope should be excavated into
competent materials and observed by our representative.
c) The cut portion of the slope should be excavated prior to fill placement to
evaluate if stabilization is necessary, the contractor should be responsible
for any additional earthwork created by placing fill prior to cut excavation.
See Plate G -3 for schematic details.
GRADING GUIDELINES
E3
PAGE 6
4. Daylight cut lots above descending natural slopes may require removal and
replacement of the outer portion of the lot. A schematic diagram for this condition
is presented on Plate G -2.
A basal key is needed for fill slopes extending over natural slopes. A schematic
diagram for this condition is presented on Plate G -2.
All fill slopes should be provided with a key unless within the body of a larger
overall fill mass. Please refer to Plate G -3, for specific guidelines.
Anticipated buttress and stabilization fills are discussed in the text of the report. The need
to stabilize other proposed cut slopes will be evaluated during construction. Plate G -5 is
shows a schematic of buttress construction.
All backcuts should be excavated at gradients of 1:1 or flatter. The backcut
configuration should be determined based on the design, exposed conditions and
need to maintain a minimum fill width and provide working room for the
equipment.
2. On longer slopes backcuts and keyways should be excavated in maximum 250 feet
long segment. The specific configurations will be determined during construction.
3. All keys should be a minimum of two (2) feet deep at the toe and slope toward the
heel at least one foot or two (2 %) percent whichever is greater.
4. Subdrains are to be placed for all slopes exceeding 10 feet in height. Lower slopes
are subject to review, drains may be required. Guidelines for subdrains are
presented on Plate G -5.
5. Benching of backcuts during fill placement is required.
Lot Capping
1. W-hen practical, the upper three (3) feet of material placed below finish grade
should be comprised of the least expansive material available. Preferably, highly
and very highly expansive materials should not be used. We will attempt to offer
advise based on visual evaluations of the materials during grading, but it must be
realized that laboratory testing is needed to evaluate the expansive potential of soil.
Minimally, this testing takes two (2) to four (4) days to complete.
GRADING GUIDELINES
E3
PAGE 7
.T
2. Transition lots (cut and fill) both per plan and those created by remedial grading
(e.g. lots above stabilization fills, along daylight lines, above natural slope, etc.)
should be capped with a three foot thick compacted fill blanket.
3. Cut pads should be observed by our representative(s) to evaluate the need for
overexcavation and replacement with fill. This may be necessary to reduce water
infiltration into highly fractured bedrock or other permeable zones, and/or due to
differing expansive potential of materials beneath a structure. The overexcavation
should be at least three feet. Deeper overexcavation may be recommended in
some cases.
UTILITY TRENCH CONSTRUCTION AND BACKFILL
Utility trench excavation and backfill is the contractors responsibility. The geotechnical
consultant typically provides periodic observation and testing of these operations. While,
efforts are made to make sufficient observations and tests to verify that the contractors'
methods and procedures are adequate to achieve proper compaction, it is typically
impractical to observe all backfill procedures. As such, it is critical that the contractor use
consistent backfill procedures.
Compaction methods vary for trench compaction and experience indicates many method
can be successful. However, procedures that "worked" on previous projects may or may
not prove effective on a given site. The contractor(s) should outline the procedures
proposed, so that we may discuss them prior to construction. We will offer comments
based on our knowledge of site conditions and experience.
I. Utility trench backfill in slopes, structural areas, in streets and beneath flat work or
hardscape should be brought to at least optimum moisture and compacted to at
least 90 percent of the laboratory standard.
2. Flooding and jetting are not typically recommended or acceptable for native soils.
Floodins or jetting may be used with select sand having a Sand Equivalent (5E) of
30 or higher. This is typically limited to the following uses:
a) shallow (12 + inches) under slab interior trenches and,
b) as bedding in pipe zone.
The water should be allowed to dissipate prior to pouring slabs or completing
trench compaction.
GRADING GUIDELINES
E3
PAGE 8
Care should be taken not to place soils at high moisture content within the upper
three feet of the trench backfill in street areas, as overly wet soils may impact
subgrade preparation. Moisture may be reduced to 2% below optimum moisture in
areas to be paved within the upper three feet below sub grade.
4. Sand backfill should not be allowed in exterior trenches adjacent to and within an
area extending below a 1:1 projection from the outside bottom edge of a footing,
unless it is similar to the surrounding soil.
Trench compaction testing is generally at the discretion of the geotechnical
consultant. Testing frequency will be based on trench depth and the contractors
procedures. A probing rod would be used to assess the consistency of compaction
between tested areas and untested areas. If zones are found that are considered
less compact than other areas this would be brought to the contractors attention.
JOB SAFETY
General:
Personnel safety is a primary concern on all job sites. The following summaries our
safety considerations for use by all our employees on multi - employer construction sites.
On ground personnel are at highest risk of injury and possible fatality on grading
construction projects. The company recognizes that construction activities will vary on
each site and that job site safety is the contractors responsibility. However, it is,
imperative that all personnel be safety conscious to avoid accidents and potential injury.
In an effort to minimize risks associated with geotechnical testing and observation, the
following precautions are to be implemented for the safety of our field personnel on
grading and construction projects.
Safety Meetings: Our field personnel are directed to attend the contractor's
regularly scheduled safety meetings.
Safety Vests: Safety vests are provided for and are to be wom by our personnel
while on the job site.
Safety Flags: Safety flags are provided to our field technicians; one is to be affixed
to the vehicle when on site, the other is to be placed atop the spoil pile on all test
pits.
GRADING GUIDELINES
E3
PAGE 9
In the event that the contractor's representative observes any of our personnel not
following the above, we request that it be brought to the attention of our office.
Test Pits Location, Orientation and Clearance:
The technician is responsible for selecting test pit locations. The primary concern is the
technician's safety. However, it is necessary to take sufficient tests at Yarious location to
obtain a representative sampling of the fill. As such, efforts will be made to coordinate
locations with the grading contractors authorized representatives (e.g. dump man,
operator, supervisor, grade checker, etc.), and to select locations following or behind the
established traffic pattern, preferable outside of current traffic. The contractors
authorized representative should direct excavation of the pit and safety during the test
period. Again, safety is the paramount concern.
Test pits should be excavated so that the spoil pile is placed away from oncoming traffic.
The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This
necessitates that the fill be maintained in a drivable condition. Alternatively, the
contractor may opt to park a piece of equipment in front of test pits, particularly in small
fill areas or those with limited access.
A zone of non - encroachment should be established for all test pits (see diagram below)
No grading equipment should enter this zone during the test procedure. The zone should
extend outward to the sides approximately 50 feet from the center of the test pit and 100
feet in the direction of traffic flow. This zone is established both for safety and to avoid
excessive ground vibration which typically decreases test results.
TEST PIT SAFETY PLAN
GRADING GUIDELINES
E3
PAGE 10
t�
Test pit sow
pie
SIDE VIEW
50 fl Zone of
Traffic Direction
Nor. na chment
Vehaie
1 Test Pit
spoil
parked here
pile
10 0 tt Zone o1
50 R Zone of
Ncn�_naoachment
Non- Enuoacnment
PLAN VIEW
GRADING GUIDELINES
E3
PAGE 10
Slope Tests
When taking slope tests, the technician should park their vehicle directly above or below
the test location on the slope. The contractor's representative should effectively keep all
equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as
possible following testing. The technician's vehicle should be parked at the perimeter of
the fill in a highly visible location.
Trench Safety:
It is the contractor's responsibility to provide safe access into trenches where compaction
testing is needed. Trenches for all utilities should be excavated in accordance with CAL -
OSHA and any other applicable safety standards. Safe conditions will be required to
enable compaction testing of the trench backfill.
All utility trench excavations in excess of 5 feet deep, which a person enters, are to be
shored or laid back. Trench access should be provided in accordance with OSHA
standards. Our personnel are directed not to enter any trench by being lowered or "riding
down" on the equipment.
Our personnel are directed not to enter any excavation which;
1. is 5 feet or deeper unless shored or laid back,
2. exit points or ladders are not provided,
3. displays any evidence of instability, has any loose rock or other debris which could
fall into the trench, or
4. displays any other evidence of any unsafe conditions regardless of depth.
If the contractor fails to provide safe access to trenches for compaction testing, our
company policy requires that the soil technician withdraw and notify their supervisor.
The contractors representative will then be contacted in an effort to effect a solution. All
backfill not tested due to safety concerns or other reasons is subject to reprocessing
and/or removal.
Procedures
In the event that the technician's safety is jeopardized or compromised as a result of the
contractor's failure to comply with any of the above, the technician is directed to inform
both the developer's and contractor's representatives. If the condition is not rectified, the
GRADING GUIDEUINES
E3
PAGE II
technician is required, by company policy, to immediately withdraw and notify their
supervisor. The grading contractors representative will then be contacted in an effort to
effect a solution. No further testing will be performed until the situation is rectified. Any
fill placed in the interim can be considered unacceptable and subject to reprocessing,
recompaction or removal.
In the event that the soil technician does not comply with the above or other established
safety guidelines, we request that the contractor brings this to technicians attention and
notify our project manager or office. Effective communication and coordination between
the contractors' representative and the field technician(s) is strongly encouraged in order
to implement the above safety program and safety in general.
The safety procedures outlined above should be discussed at the contractor's safety
meetings. This will serve to inform and remind equipment operators of these safety
procedures particularly the zone of non - encroachment.
GRADING GUIDELINES
E3
PAGE 12
ALTERNATE 1
FINISH GRADE
WHERE SLOPE EXCEEDS 5:1
BOTTOM OF CLEANOUT TO BE AT
LEAST 1.5 TIMES THE WIDTH OF
COMPACTION EQUIPMENT
Y
SUITABLE
MATERIAL
6° PERFORATED PIPE IN 9 CUBIC FEET PER
.2LA
LINEAL FOOT CLEAN GRAVEL WITH FILTER
FABRIC TO COVER SURFACE OR COMPLETE
1 -3' --d WRAP PER FEILD CONDITIONS
ALTERNATE
ORIGINAL GROUND
. .r�'..rr!
CONSTRUCT BENCHES &K
WHERE SLOPE EXCEEDS 5:1
BOTTOM OF CLEANOUT TO BE AT
LEAST 1.5 TIMES THE WIDTH OF
COMPACTION EQUIPMENT
FINISH GRADE
MATERIAL
r<
4 FT
TYPICAL
6'" PERFORATED PIPE IN 9 CUBIC FEET
PER LINEAL FOOT CLEAN GRAVEL
WRAPPED IN FILTER FABRIC
E3 STANDARD GRADING TYPICAL CANYON
GUIDELINES CLEANOUT
EARTH AND ENVIRONMENTAL ENGINEERING, INC. PLATE G-1
TYPICAL FILL SLOPE OVER
NATURAL DESCENDING SLOPE
FINISH GRADE
36'
W mr^l I c
FILL CAP
FILL SLOPE
TOE OF FILL
TOPSOIL.;'. SLOPE PER
COLLUVNM PLAN
REJ QN —
;BEDFiOCK
In IlIzz-111z"I'�
1 11 z 111z
;.BEDROCK
PROJECT
REMOVAL AT
_1 TO 1
II ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,I I ,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,, ,,,,,,,, MIINIMUM 15 FT CLEAR
,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,
zl
..... ............................... .............. OR 1.5 EQUIPMENT
Iz WIDTHS FOR
DAYLIGHT CUT AREA OVER
NATURAL DESCENDING SLOPE
STRUCTURAL
SETBACK WITHOUT DAYLIGHT CUT
CORRECTIVE WORK I LINE PER PLAN'
PROJECT
REMOVALAT
__1 TO
`I t11VWA UfVLL /C
MIN. 36'
COMPACTED FILL ..;,,,,.�.,,,;;.• +:...;......
TOPSOIL.... »:: '
:;
.. 2' MIIN :::: - ...
.. ..., COLLUVIUM
,,,,,,,,,,,,,BEDROCK :;:; :::::
,,,,,,, ,,,, ,, .,,,. ..
..
CREEP ZONE
,,.,.,.,,...I .. •MIINIMUM 15 FT CLEAR OR::: --
1.5 EQUIPMENT WIDTHS
FOR COMPACTION
6EDROCK Is
E 3 STANDARD GRADING GUIDELINES TREATMENT ABOVE
NATURAL SLOPES
EARTH AND ENVIRONMENTAL ENGINEERING, rNC. PLATE G-2
TYPICAL FILL SLOPE OVER
PROPOSED CUT SLOPE
TOE OF FILL
SLOPE PER FILL SLOPE 1
PLAN _.
TOE OF FILL SLOPE
AFTER REMOVAL OF
UNSUITABLE MATERIALS /
�i�CREEP ZONE
-✓ MIINIMUM 15 FT OR 1.5
CUT SLOPE_ w EQUIPMENT WIDTHS FOR ED
COMPACTION T.m. UIl
TYPICAL FILL SLOPE
/TOPSOIL
DENSE
7
10
15
15
15
TEXT
RAI
rE-[STANDARD GRADING GUIDELINES SLOPE KEYSL
EARTH AND ENVIRONMENTAL ENGINEERING, INC. PLATE G-3
CROSS SECTIONAL VIEW
rFINISH GRADE
MO R
:: [ `iSEE NOTE 1 `. FILL SLOPE
... .... .:.. .. `}N I19......
AL
3' MIIN \ MIIN \\
--' ---- ---------- ------'_ _1 ----- .
\
STAGGER ROWS 3' MIIN
HORIZONTALLY T' -.
MIINIMUM 15 FT CLEAR OR 1.5
EQUIPMENT WIDTHS FOR COMPACTION
PLAN VElW
FILL SLOPE
A,
MIINIMUM 15 FT CLEAR OR 1.5 PLACE ROCKS END TO END.
EQUIPMENT WIDTHS FOR COMPACTION DO NOT PILE OR STACK.
I
MIINIMUM 15 FT CLEAR OR 1.5 SOIL TO BE PLACED AROUND AND OVER ROCKS
AND FLOODED INTO VOIDS.COMPACT AROUND
EQUIPMENT WIDTHS FOR COMPACTION
AND OVER EACH WINDROW
NOTES:
1) MININUM SOIL FILL OVER WINDROWS SHOULD BE 7 FEET AND SUFFICIENT FOR FUTURE EXCAVATIONS (e.g. SWIMMIING POOLS) TO
AVOID ROCKS.
2) MAXIMUM ROCK SIZE IN WINDROWS IS 4 FEET MINIMUM DIAMETER.
3) SOIL AROUND WINDROWS TO BE SANDY MATERIAL SUBJECT TO ACCEPTANCE BY SOIL ENGINEER
4) ALL SPACING AND CLEARANCES MUST BE SUFFICIENT TO ALLOW FOR PROPER COMPACTION.
:=
D GRADING GUIDELINES
ROCK DETAILS�
EARTH AND ENVIRONMENTAL ENGINEERING, INC.
PLATE G-4
GRADE TO DRAIN
MINIMUM W
COMPACTED
FILL BLANKET
_I
BACK DRAINS
SEE DETAIL
SLOPE FACE
TERRACE DRAIN AS
REQUIRED
KEY TO FALL TO HEEL L-
MINIMUM 1 FT
I
'KEY TO BE MINIMUM 15 FT PLUS WIDTH
OF TERRACE DRAINS OR 1.5 EQUIPMENT
WIDTH USED FOR COMPACTION
2-1, MINIMUM FALL
4' DIAMETER PERFORATED
DRAIN PIPE PVC SCH. 40 OR
r DIAMETER SOLID OUTLET
EQUIVALENT IN 6 CUBIC FT
LATERALS TO SLOPE FACE OR
DRAIN ROCK WRAPPED IN
STORM DRAIN SYSTEM AT
FILTER FABRIC
MAXIMUM 100 FT INTERVALS
NOTE: ADDITIONAL BACKDRAINS MAY BE RECOMMENDED _
E 3
STANDARD GRADING GUIDELn-ES
EARTH AND ENVIRONMENTAL ENGINEERING, INC.
2 FT DEEP OR PER
REPORT
BUTTRESS AND
STABILIZATION SLOPES
PLATE G-5
1(
X41,
Q "
1
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SEE SHEET NO. 3
T .605 T ld Street E—i tae, CA 92,24
619) 942 -5147
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&ASSOCIATES
S A N D I E D O, 1 N C.
PLANNING
ENGINEERING
SURVEYING
IRVINE
LAS VEGAS
RIVERSIDE
SAN DIEGO
LAVE HAMMAR
IACK HILL
LEx WILLIMAN
10179 Huennekens St.
Suite 200
San Diego, CA 92121
16191 558 -4500 PH
16191 558 -1414 E X
www.hunsakeccoo,
InfogHunsakerSD.cwn
DRAINAGE STUDY
for
THORNTON RANCH
M
in the
City of Encinitas
Prepared for: Shea Homes
W.O. 0061 -314
July 23, 1997
Revised September 22, 1997
-�Z.rz�
Ra nd L. Martin, R.C.E.
Project Manager
Hunsaker & Associates San Diego, Inc.
SEP 2'.1997
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Exp. 6/30'00
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TABLE OF CONTENTS
Page 1
Introduction
Page 1
Discussion
Page 3
Methodology
APPENDICES
I Hydrology, 100 year storm event
II Hydraulic Analysis, proposed Storm Drain system
III Hydrological Analysis, Lined Ditches
IV Inlet Sizing Calculations
V Energy Dissipater Calculations
VI Hydrology Map
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INTRODUCTION This study has been prepared for Shea Homes in conjunction with
final engineering for the development of the Thornton property, TM
96 -028, in the City of Encinitas. The purpose of this study is to
analyze proposed drainage improvements, implementing the
Project conditions of approval with regard with storm water run off,
and provide a basis for the City to approve the drainage plans.
DISCUSSION The tentative map application and environmental review included
review of a hydrologic study prepared by Dudek & Associates
dated January 20, 1996. That report calculated onsite hydrology
and analyzed the existing offsite drainage. In approving the project,
the City supported the recommendations from that report. These
are summarized below;
A. Construct additional inlets and storm drain pipe on Fraxinella
Street to correct an existing problem in the Pacific Serena
Tract. These improvements will reduce peak flows at the
Southerly cul de sac bulb such that the 100 -year storm can
be collected by the existing inlets and conveyed to Rosebay
Drive underground. Inundation of the house pads at the end
of Fraxinella will be avoided.
B. The incremental increase in runoff from the project is
negligible. The combined conveyance capacity of Rosebay
Drive surface and storm drain improvements is adequate to
convey peak flows to the end of Rosebay Drive.
C. Construct onsite drainage facilities from the end of "C" and
"D" street to convey storm drainage, with peak flows not to
exceed the existing peak flows prior to development in the
south and southwest basins.
Appendix 1 of this report contains hydrological calculations for the
project. This section contains similar calculations as completed in
the previous Dudek report, with appropriate revisions based on
minor changes implemented during final design. Primarily due to
the provision of a public trail, as well as to minimize nuisance water
runoff on the property to the south, both of which were discussed
during the public hearing for TM 96 -028. Because the trail and low
flow bypass carries some run -off to the Southwest Basin, inlet sizes
within the private streets were adjusted to balance the peak runoff
to the South Basin, (see Appendix IV). We have included hydraulic
i
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calculations for the piping systems and ditches in Appendix II and
The final onsite hydrology determined that a minor increase in
runoff over that calculated by Dudek occurred in the South Basin.
We have analyzed the capacity of the inlets and storm drain pipe in
Fraxinella Street in Section VI of this report. Part of the Dudek
hydrology was repeated for this analysis due to refinements in the
onsite hydrology at the interface with the offsite areas. The
analysis extends to an existing 36" CMP in Rosebay Drive. The
Dudek report contains an analysis of the system downstream to
Encinitas Blvd, which was not repeated herein because the peak
flow rate remained essentially unchanged.
A portion of the east side of the project drains to an existing sump
curb inlet in Via Cantebria. Hydrology is provided in Appendix I to
demonstrate that the 100 -year peak flow will leave a 14' dry lane in
Via Cantebria. The curb inlet, which is analyzed in Appendix IV,
has adequate capacity as well.
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Drainage Criteria
and Methodology
Design Storm 100 -year storm
Land Use Single- family
Soil Type A hydrologic soil group "D" was used for this study.
Runoff Coefficient "C" values were based on the County of San Diego
Drainage Design & Procedure Manual. The site is single -
family residential, therefore a "C" value of 0.55 was used.
Where subareas are composed entirely of street, a "C" value
of 0.95 was used. Subareas containing slopes only were
classified as having a "C" value of 0.45. Subareas with both
slopes and street surfaces were entered with a "C" value of
0.70.
Rainfall Intensity The rainfall intensity values were based on the criteria
presented in the County of San Diego Drainage Design &
Procedure Manual.
Inlet Sizing The equations and nomographs contained in the Drainage
Design & Procedure Manual were used to calculate required
inlet openings.
M-311 MI"7
HYDROLOGY
METHOD OF ANALYSIS
The computer generated analysis for this watershed is consistent with current
engineering standards and requirements of the County of San Diego. This report also
contains calculations for the proposed storm drain within the project limits.
RATIONAL METHOD
The most widely used hydrologic model for estimating watershed peak runoff rates is
the rational method. The rational method is applied to small urban and semi -urban
areas of less than 0.5 square miles. The rational method equation relates storm rainfall
intensity, a selected runoff coefficient, and drainage area to peak runoff rate. This
relationship is expressed by the equation: Q = CIA. Where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area - averaged ratio of runoff to
rainfall intensity.
I = The time - averaged rainfall intensity in inches per hour corresponding to
the time of concentrations.
A = The drainage basin area in acres.
NODE -LINK STUDY
In performing a node -link study, the surface area of the basin is divided into basic areas
which discharge into different designated drainage basins. These "sub- basins" depend
upon locations of inlets and ridge lines.
SUBAREA SUMMATION MODEL
The rational method modeling approach is widely used due to its simplicity of
application, and its capability for estimating peak runoff rates throughout the interior of a
study watershed analogous to the subarea model. The procedure for the Subarea
Summation Model is as follows:
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(1) Subdivide the watershed into subareas with the initial subarea being less
than 10 acres in size (generally 1 lot will do), and the subsequent
subareas gradually increasing in size. Assign upstream and downstream
nodal point numbers to each subarea in order to correlate calculations to
the watershed map.
(2) Estimate a Tc by using a nomograph or overlaid flow velocity estimation.
(3) Using T, determine the corresponding values of I. Then Q = C I A.
(4) Using Q, estimate the travel time between this node and the next by
Manning's equation as applied to the particular channel or conduit linking
nodes the two nodes.
The nodes are joined together by links, which may be street gutter flows, drainage
swales or drainage ditches. These links are characterized by length, area, runoff
coefficient and cross - section. The Computer subarea menu is as follows:
Enter Upstream node number .. ...............................
Enter Downstream node number ...............................
SUBAREA HYDROLOGIC PROCESS
1. Confluence analysis at node.
2. Initial subarea analysis.
3. Pipeflow travel time (computer estimated).
4. Pipeflow travel time (user specified).
5. Trapezoidal channel travel time.
6. Street flow analysis through subarea.
7. User - specified information at node.
8. Addition of sub area runoff to main line.
9. V -gutter flow through area.
Select subarea hydrologic process.. ..................
The engineer enters in the pertinent nodes, and then the hydrologic process.
Where two or more links join together, the node is analyzed by the confluence method
described as follows:
.M1.314 W,M>
At the confluence point of two or more basins, the following procedure is used to
adjust the total summation of peak flow rates to allow for differences in basin
times of concentration. This adjustment is based on the assumption that each
basin's hydrographs are triangular in shape.
(1). If the collection streams have the same time of concentrations,
then the Q values are directly summed,
QP= Qa +Qb;TP =Ta =Tb
(2). If the collections streams have different times of concentrations, the
smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent case is where the collection stream with
the longer time of concentration has the larger Q. The
smaller Q value is adjusted by the ratio of rainfall intensities.
QP = Qa + Qb (Ia /lb); TP = Ta .
(ii). In some cases, the collection stream with the shorter time of
concentration has the larger Q. Then the smaller Q is
adjusted by a ratio of the T values.
Qp _ Qb+ Qa (TJ.); TP = Tb
In a similar way, the underground storm drains are analyzed. The data obtained from
the surface model for the flow rates present at the inlets and collection points in input
into the nodes representing those structures. The design grades and lengths are used
to compute the capacity of the storm drains and to model the travel time into the
adjustment of the times of concentration for downstream inlets.
REFERENCE
1. Hydrology Manual, County of San Diego, January 1985.
2. Hromadka, Theodore: COMPUTER METHODS IN URBAN HYDROLOGY:
Lighthouse Publications, 1983.
6 nvu,m.wrua+w. me
MIMI
HYDRAULIC GRADE LINE
METHOD OF ANALYSIS
PURPOSE
The storm Drain Analysis program calculates the hydraulic grade line elevations of
proposed or existing storm drain system given the physical characteristics and the
discharge (Q).
Current capacity allows for either pressure flow or partial flow with cross sections being
either circular or rectangular box. A rectangular open channel can be analyzed as a
box cross section, providing the results show that it is flowing partially full throughout
the entire system, so that the soffit does not affect the computations.
GENERAL DESCRIPTION
The program starts the computation for the hydraulic grade line by evaluating the
friction losses and the minor losses throughout the system. The junction losses are
evaluated by equating pressure plus momentum for the incoming and outgoing flows
through the junction. This is accomplished by applying the formula developed by the
City of Los Angeles, which establishes that the summation of pressures, ignoring
friction, is equal to the average cross section flow area, multiplied by the change in the
hydraulic gradient through the junction (see References). The basic flow elevations
used for the main lines at either end of the junction that apply to the pressure plus
momentum equation depend on the type of flow at each end of the junction. These
elevations are determined by computing the drawdown curves for each line. The
control elevation for the lateral or lateral system is taken as the average of the hydraulic
grade line elevations at both ends of the junction. If the water elevation in the lateral is
above this control, the momentum contributed by the lateral in the analysis of the
junction is decreased in proportion to the ratio of the area in the lateral below the
control to the total area of flow.
The point with greater force will be the control point and the point at the other end of the
junction is determined by satisfying the pressure plus momentum equation.
Any of these points may be overridden by the backwater curve originating at the main
control at the downstream end of the system. If this is the case, then the pressure plus
momentum equation is applied to the point or points determined by the backwater curve
during the upstream analysis.
The above - mentioned considerations apply to both partial and pressure flow.
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When the flow changes from partial to full or from full to partial, the program determines
and prints the location where this change occurs. If the flow reaches normal depth
within a conveyance, the program determines and prints this location. When the flow
changes from supercritical to subcritical because of downstream conditions, a hydraulic
jump occurs; the program determines the precise location of the jump by equating the
pressure plus momentum for the two types of flow. The program prints the jump
location, pressure plus momentum at the jump and the depth of water before and after
the jump.
REFERENCES
Highway Design Manual, Los Angeles County Road Department, 1967 revised
Hydrology and Hydraulic Design Manual, Los Angeles County Flood Control District,
1964 Bond Issue
Handbook of Hydraulics, King and Brater, 6th edition
Open - Channel Hydraulics, Ven Te Chow
Office Standard No. 115, City of Los Angeles
Pressure Changes at Storm Drain Junctions, University of Missouri, Engineering Series
Bulletin No. 41, October 1958.
8 ,. m��,�,�
.�,.,,. W„M,
I
APPENDIX I
Hydrology
100 Year Storm Event
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER 6 ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes * Irvine California 92718 * (714) 538 -1010
a +raarrrrrrrr +rrrrrrrrrrrr DESCRIPTION OF STUDY +:aa +aaaaarrrrr+ +aaaaa + + ++
*
THORNTON RANCH +
* DEVELOPED FLOWS FOR SOUTHEAST CORNER TO FIRST INLET ON SOUTH SIDE OF '
* "A" STREET
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FILE NAME: 061 \314X \ONSITEI.DAT
TIME /DATE OF STUDY: 11:50 5/22/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------- ------------------------- -- - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) - 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
+ + + + + + + + + + + + + + + + + + +xaaaaaa aaaaa + +ra + +raa +aaaaa + + + + + + + + + ++ ++aaaaa +rrar +ararra
FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE - 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH - 160.00
UPSTREAM ELEVATION = 376.20
DOWNSTREAM ELEVATION = 374.60
ELEVATION DIFFERENCE = 1.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.523
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .67
+++++++++++++++++++++++++++++++ a++ aar+ aa+ a++ a + + + + + + ++ + + + +aa +.+ + +.. +aaa♦ + + + ++
FLOW PROCESS FROM NODE 4001.00 TO NODE 4009.00 IS CODE = 6
» »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «<
UPSTREAM ELEVATION = 372.90 DOWNSTREAM ELEVATION = 357.00
STREET LENGTH(FEET) 570.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) - 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.95
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .30
HALFSTREET FLOODWIDTH(FEET) = 8.46
AVERAGE FLOW VELOCITY(FEET /SEC.) - 3.54
PRODUCT OF DEPTH&VELOCITY = 1.04
STREETFLOW TRAVELTIME(MIN) = 2.69 TC(MIN) - 15.21
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.600
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.55
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.23
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .35 HALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEET /SEC.) = 3.91 DEPTH *VELOCITY = 1.36
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FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 1
---------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.21
RAINFALL INTENSITY(INCH /HR) = 3.60
TOTAL STREAM AREA(ACRES) - 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.23
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FLOW PROCESS FROM NODE 4005.00 TO NODE 4006.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH - 160.00
UPSTREAM ELEVATION = 376.30
DOWNSTREAM ELEVATION = 374.70
ELEVATION DIFFERENCE = 1.60
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.523
100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .67
+ rtrtrtrt+ t+++ rttaaaawaaaa .a.a.aa.aaaaaraaaaa +aaat aaa +aaaaa +aaaaaaatwtat +rtrtrtrtasa+
FLOW PROCESS FROM NODE 4006.00 TO NODE 4009.00 IS CODE = 6
----------------------------------------------------------------------------
» »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION 372.90 DOWNSTREAM ELEVATION 357.00
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.38
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.56
PRODUCT OF DEPTH&VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 14.77
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.668
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.43
SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.10
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) = 4.03 DEPTH *VELOCITY = 1.27
+rrrrrraaar+ tort++ ttawwataaaaaaaw++a aaaawwww +aaaawawaaaaa +aa ++t +aaaas of aa.r.
FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 14.17
RAINFALL INTENSITY(INCH /HR) = 3.67
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.10
** CONFLUENCE DATA
**
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 5.23
15.21
3.600
2.60
2 4.10
14.77
3.668
2.00
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 9.23
2 9.25
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) -
Tc INTENSITY
(MIN.) (INCH /HOUR)
14.77 3.668
15.21 3.600
ESTIMATES ARE AS FOLLOWS:
9.25 Tc(MIN.) - 15.21
4.60
at +a +aaaa + + +a + +aa+ aura+ ataaaaaaararaaraa+ araaa +aaaaaaaaaaaaarrrtarr•a :a +aaa
FLOW PROCESS FROM NODE 4009.00 TO NODE 4018.00 IS CODE = 6
------------------------------------------------ --- -------- -------- -- - -- - - --
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 357.00 DOWNSTREAM ELEVATION = 338.40
STREET LENGTH(FEET) - 280.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 9.85
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) - 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.13
PRODUCT OF DEPTH&VELOCITY = 2.27
STREETFLOW TRAVELTIME(MIN) = .76 TC(MIN) = 15.97
100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.488
*USER SPECIFIED(SUSAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .8500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.19
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) - 10.44
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET /SEC.) - 6.50 DEPTH*VELOCITY = 2.41
- -- ----- - - - - --
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 10.44 Tc(MIN.) = 15.97
TOTAL AREA(ACRES) = 5.00
END OF RATIONAL METHOD ANALYSIS
a 4irra +aaraaaaatarraaaaaaaar raararaaaaaaaaraaaa *rraar # * #aaa4rraaaaaaararaaaa
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER s ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes * Irvine California 92718 * (714) 538 -1010
DESCRIPTION OF STUDY
• Thornton Ranch
• Post Developed Flows Draining Southerly
• Inludes Picking Up some Drainage from "A" Street in 24" RCP
arr+ a++# rrraa44r+ aaa++ aaa+*++** aaa+# aa+ aa+ as + ++ + + + * * * + # + + +#aaaaaar + ++ + + + ++
FILE NAME: 061 \314X \DEVSOUTH.DAT
TIME /DATE OF STUDY: 13:34 5/22/1997
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) - 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) - 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
+ ar+ a++ +a + +aaaaaaaaaaaaaaaaa+• +aaa+aaa +rat +•aarrrr ++ +r* +aaaa + ++raaaaaa + + + +aa
FLOW PROCESS FROM NODE 5000.00 TO NODE 5001.00 IS CODE = 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 120.00
UPSTREAM ELEVATION - 342.30
DOWNSTREAM ELEVATION - 341.10
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 10.845
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .74
aaaar + + +aaaaa44r +a +aa+aaaaaa ++ aaaa+ a+++++++ a+ + + +a + + + # + +aaaaa+aa +aar+ + + + + + + +a
FLOW PROCESS FROM NODE 5001.00 TO NODE 5010.00 IS CODE = 6
--------------------------------------------- ------- ---- ------ ---- --- --- - - --
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
--------------------°-------_---------------- ___ °
UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 335.70
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.23
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .33
HALFSTREET FLOODWIDTH(FEET) - 10.01
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88
PRODUCT OF DEPTH &VELOCITY = .94
STREETFLOW TRAVELTIME(MIN) - 1.50 TC(MIN) - 12.35
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.117
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.98
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.72
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.59
FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH *VELOCITY 1.27
raaaa++ a+ ra+ arra+ a+ rrw+ ra+ at+ aararaaaarawrarr + + +rrara + + +araaa +ara ++ +ararrrtr
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = I
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 12.35
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72
rawsrr+ararr aw+ rarr+ ra♦ r+ aaaeare :a + +waaaa +arawrwwaaaaaarxawa raraaaaxaaawar ar
FLOW PROCESS FROM NODE 5005.00 TO NODE 5006.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH - 120.00
UPSTREAM ELEVATION = 342.60
DOWNSTREAM ELEVATION = 341.20
ELEVATION DIFFERENCE = 1.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.302
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.628
SUBAREA RUNOFF(CFS) _ .51
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .51
ar + #w +w + + + + +arw +wrlrlaaaa
FLOW PROCESS FROM NODE
-------------------------
»» > COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
5006.00 TO NODE 5010.00 IS CODE 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA«« <
______°_----_--°--°°-------------°-----------------
340.00 DOWNSTREAM ELEVATION = 335.70
210.00 CURB HEIGHT(INCHES) 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.21
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) - .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61
PRODUCT OF DEPTH&VELOCITY - .64
STREETFLOW TRAVELTIME(MIN) - 1.34 TC(MIN) = 11.64
100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 4.277
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.41
SUMMED AREA(ACRES) _ .80 TOTAL RUNOFF(CFS) - 1.92
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .27 HALFSTREET FLOODWIDTH(FEET) = 7.43
FLOW VELOCITY(FEET /SEC.) = 2.87 DEPTH *VELOCITY = .79
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
------- ---- - --- -- _ -_ - -- ---------°°-------°-----------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.64
RAINFALL INTENSITY(INCH /HR) = 4.28
TOTAL STREAM AREA(ACRES) _ .80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.72
12.35
4.117
2.50
2
1.92
11.64
4.277
.80
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.43 11.64 4.277
2 7.57 12.35 4.117
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.57 Tc(MIN.) = 12.35
TOTAL AREA(ACRES) - 3.30
aaiaati +t + +ttaa +aafaaak +aallaawlr axaaflarfarf aaarr+axialf rlaiaaakll + ++aaaffr
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. = 12.35
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) - 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.57
ADD IN RUNOFF FOR A 21' B -1 INLET AT NODE 4018. A FLOW OF 8.7 OUT OF 10.4 CPS IS
INTERCEPTED, WHICH REPRESENTS 839 OF THE TOTAL FLAW. AN EFEECTIVE AREA OF 4.16
ACRES OUT OF 5.00 IS USED.
+ w* kar** fka* xaaxiiaaa iakaai kaaaaaiii+ aa+ a+* a+ a + +* + + + +ai +ia * +tiaa +aaa + + + *a +++
FLOW PROCESS FROM NODE 4018.00 TO NODE 4018.00 IS CODE = 7
----------------------------------------------------------------------------
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «<
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.97 RAIN INTENSITY(INCH /HOUR) = 3.49
TOTAL AREA(ACRES) = 4.16 TOTAL RUNOFF(CFS) = 8.70
r+ wrrr+ a+* arwwww* aw+ ta* w*** awxa• xx+ r+ fxr*+ tarxxxx + + + +xxxwaa * *i * * *aa + +i +ataat
FLOW PROCESS FROM NODE 4018.00 TO NODE 5010.00 IS CODE = 4
----------------------------------------------------------------------------
»» >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
» » >USING USER - SPECIFIED PIPESIZE« «<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.6
UPSTREAM NODE ELEVATION - 334.98
DOWNSTREAM NODE ELEVATION = 332.31
FLOWLENGTH(FEET) = 403.35 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.70
TRAVEL TIME(MIN.) - 1.21 TC(MIN.) - 17.18
rraaraaarara+ a: aaa++ aa+ iaaata+ aaiaaaa+ arrrrrrara + *ar+aa +aaaaaaaaaaaarrar rr as
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE 1
--------------------------------------------- ------------------------- - - - - --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2 =
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.18
RAINFALL INTENSITY(INCH /HR) = 3.33
TOTAL STREAM AREA(ACRES) = 4.16
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.70
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
7.57
12.35
4.117
3.30
2
8.70
17.18
3.328
4.16
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 14.60
2 14.82
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc INTENSITY
(MIN.) (INCH /HOUR)
12.35 4.117
17.18 3.328
ESTIMATES ARE AS FOLLOWS:
= 14.82 Tc(MIN.) = 17.18
7.46
+a+raa +rrr +a+a + +ar + +a +r+ war+ a++ aa+ ar+ aaa+++++ ara +raaararrraa +raaaaa +raawwrww
FLOW PROCESS FROM NODE 5010.00 TO NODE 5011.00 IS CODE = 4
----------------------------------------------------------------------------
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»» >USING USER - SPECIFIED PIPESIZE « «<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.5
UPSTREAM NODE ELEVATION - 331.98
DOWNSTREAM NODE ELEVATION = 331.27
FLOWLENGTH(FEET) = 142.31 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 14.82
TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 17.61
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 14.82 Tc(MIN.) = 17.61
TOTAL AREA(ACRES) 7.46
END OF RATIONAL METHOD ANALYSIS
aaa+ aaaa + ++ }}t} aaa +aaaaaaarrraaaaa aaaaaataataaa } +a}♦aaa * } + + + ++ +aaraaaaaaaaaa
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes * Irvine California 92718 * (714) 538 -1010
aaaa +aaaaaa +raaa + # +#aa # #a+ DESCRIPTION OF STUDY * * * ** *aaaa #aaaa #rasa +aaaa+
• Thornton Ranch
• Developed Flows for Northeast Corner of the Property
• Includes 2 upper Cul -de -Sacs on north side flowing to northerly inlet
FILE NAME: 061 \314X \ONSITE2.DAT
TIME /DATE OF STUDY: 14: 2 5/22/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
+ + + + ++ +aaa+aaaa +aa + ++ aaa +a +aa +aaaaaa}aaaaraarra rraaaaaaaaaaa * # + + +aaaaaaaaaaa
FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
a+ ar +aaaaararraaaaa +rraaararar +aa aarraaarraaaa } #aa }a+ +aaaa +a +aa• +}aaaaaaaaa+
FLOW PROCESS FROM NODE 6001.00 TO NODE 6009.00 IS CODE = 6
--------------------------------------------- ---------- -- ------- --- -- - ------
»» > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««<
UPSTREAM ELEVATION 374.20 DOWNSTREAM ELEVATION 357.20
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DEC I MAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.22
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.73
PRODUCT OF DEPTH&VELOCITY = .99
STREETFLOW TRAVELTIME(MIN) = 2.24 TC(MIN) = 14.36
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.736
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.08
SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.77
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 8.98
FLOW VELOCITY(FEET /SEC.) = 4.08 DEPTH *VELOCITY = 1.25
a +iaaaaa + +aa +tattaaa rarlrl raa+ araartaarraaaaaaaa :t +taaaaattar +a + +al +afaraaa!
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.36
RAINFALL INTENSITY(INCH /HR) = 3.74
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77
aaka +i!!ta }faa! }! } }f} }+ }}f }lia all a+ a+ a+ atakk+ kkaaaaktikaafiiaatiiaakkkkakaar
FLOW PROCESS FROM NODE 6005.00 TO NODE 6006.00 IS CODE 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
--- ----- - - - - --
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AR£A(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
**** a******w******.************** r*** r**..*.* *w.**. *4 * ** *•a** ** *.a * * * + ** * ***
FLOW PROCESS FROM NODE 6006.00 TO NODE 6009.00 IS CODE = 6
----------------------------------------------------------------------------
»»> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «<
UPSTREAM ELEVATION = 374.70 DOWNSTREAM ELEVATION 357.20
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.53
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.78
PRODUCT OF DEPTH&VELOCITY = 1.04
STREETFLOW TRAVELTIME(MIN) = 2.20 TC(MIN) - 14.33
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.741
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.70
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) - 4.39
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY = 1.36
w* www***+ w++++* w** wraaraaaa** a* a* aaa+ r*+ aa** a **aaaa *a * * *a * *aww• +a *a +*aa * *r.r
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
--------- _______= ....... -- ---------------
______________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) - 14.33
RAINFALL INTENSITY(INCH /HR) = 3.74
TOTAL STREAM AREA(ACRES) - 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.39
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
3.77
14.36
3.736
1.80
2
4.39
14.33
3.741
2.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 8.15 14.33 3.741
2 8.15 14.36 3.736
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.15 Tc(MIN.) = 14.33
TOTAL AREA(ACRES) - 3.90
aaaiaaaaa + +aaaar of ifrrrff rf rffiefffrirfrafffffiiif rffrf♦riiaaff affrraaaaraaa
FLOW PROCESS FROM NODE 6009.00 TO NODE 6029.00 IS CODE = 6
----------------------------------------------------------------------------
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 357.20 DOWNSTREAM ELEVATION = 337.90
STREET LENGTH(FEET) 300.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.77
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .36
HALFSTREET FLOODWIDTH(FEET) - 11.62
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.97
PRODUCT OF DEPTH&VELOCITY = 2.14
STREETFLOW TRAVELTIME(MIN) _ .84 TC(MIN) = 15.17
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.606
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) - 1.23
SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 9.38
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 11.62
FLOW VELOCITY(FEET /SEC.) = 6.39 DEPTH *VELOCITY = 2.29
aaaa+iia +faa+aaaaaaa+aa afr+ a++ aaaaaaitaitataat +aa ++taatiaaaraaifai+saaai # # #+
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE 1
-------------------------------------------------- -- -- -- -- --- --- -- -------- --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) - 15.17
RAINFALL INTENSITY(INCH /HR) = 3.61
TOTAL STREAM AREA(ACRES) = 4.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.38
♦ aaiaaaaia* a* aartarraas* aawawaatarsrarraa. aaaaaaaaaaaaarararrattwwwfw .aaaf*.
FLOW PROCESS FROM NODE 353.90 TO NODE 352.60 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
--- -- = ��_ -------------------- __ ----------- ___ -------- ___-------- _____• -_ °_
`USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
INITIAL SUBAREA FLOW- LENGTH = 130.00
UPSTREAM ELEVATION - 359.00
DOWNSTREAM ELEVATION - 353.70
ELEVATION DIFFERENCE _ .30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 18.902
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.183
SUBAREA RUNOFF(CFS) .53
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .53
ititftafff if tttttff tff iffiftftt. ttttttttttttttttMttttttiritlta444f tttf tf aii4
FLOW PROCESS FROM NODE 6011.00 TO NODE 6029.00 IS CODE = 6
----------------------------------------------------------------------------
»» > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION 351.00 DOWNSTREAM ELEVATION 337.90
STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
4 *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) - 3.14
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.99
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY - .97
STREETFLOW TRAVELTIME(MIN) = 3.35 TC(MIN) = 21.76
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.857
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.19
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 5.71
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) - 12.07
FLOW VELOCITY(FEET /SEC.) - 3.63 DEPTH *VELOCITY = 1.33
•rs*trrrrarrara***afa*f aaw *irra *wiww* *af.af•raaawf*aaat swa*te•sr trarrsf iaai•
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
_________________________________________ ________ ____ ______________ _____
TOTAL NUMBER OF STREAMS - 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) - 21.76
RAINFALL INTENSITY(INCH /HR) - 2.86
TOTAL STREAM AREA(ACRES) - 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE - 5.71
aaaw+ rwaaw♦+ rraaafaaaaaaayaawf♦ rasaraaaaarrawaa +waaara•♦arraaraaaary +aaf ya+•
FLOW PROCESS FROM NODE 6020.00 TO NODE 6021.00 IS CODE 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
_______________________________ ______ ___ _____ ______________
*U ER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT .5500
INITIAL SUBAREA FLOW- LENGTH - 140.00
UPSTREAM ELEVATION - 353.70
DOWNSTREAM ELEVATION - 352.30
ELEVATION DIFFERENCE = 1.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.260
SUBAREA RUNOFF(CFS) _ .70
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) - .70
a+ raaaa++++ a+ a+♦ araararfs♦ a+ sas+ wraaaarayarar +aarrrraaraarara +♦saaaraaaaawar
FLOW PROCESS FROM NODE 6021.00 TO NODE 6029.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 351.00 DOWNSTREAM ELEVATION = 337.90
STREET LENGTH(FEET) - 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
a +TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.91
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) - .31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET /SEC.) - 3.15
PRODUCT OF DEPTHSVELOCITY - .96
STREETFLOW TRAVELTIME(MIN) - 3.28 TC(MIN) - 15.00
100 YEAR RAINFALL INTENSITY (INCH /HOUR) - 3.632
-USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.40
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) - 5.10
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .36 Y.ALFSTREET FLOODWIDTH(FEET) = 11.55
FLOW VELOCITY (FEET/ SEC. ) = 3.51 DEPTHaVELOCITY 1.25
•aara•• r a a w r r a ara r a s a a r r a a r as a r r r aaaa+aarr ara r r•ra w w a a a a w+ a r a r aaa a r a . ♦ a a a +ar
FLOW PROCESS FROM NODE 6029.00 TO NODE 6029.00 IS CODE - 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
_ ��------ ------- ----- --- --- --- -- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN. - 15.00
RAINFALL INTENSITY(INCH /HR) - 3.63
TOTAL STREAM AREA(ACRES) - 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE - 5.10
" CONFLUENCE DATA
'a
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 9.38
15.17
3.606
4.30
2 5.71
21.76
2.857
4.30
3 5.10
15.00
3.632
2.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
3 STREAMS.
" PEAK FLOW RATE TABLE "
STREAM RUNOFF
NUMBER (CFS)
1 18.90
2 18.97
3 17.16
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc INTENSITY
(MIN.) (INCH /HOUR)
15.00 3.632
15.17 3.606
21.76 2.857
ESTIMATES ARE AS FOLLOWS:
18.97 Tc(MIN.) = 15.11
10.40
+ raaararr++ r+ a+ aa+ a+ aaasrwrrarraaaaaraaa+ aaaaaa ♦♦ + +aaarar +a+aaaaaraaawwarrar
FLOW PROCESS FROM NODE 6029.00 TO NODE 6030.00 IS CODE = 6
----------------------------------------------------------------------------
» »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «<
________________________________________________________________
UPSTREAM ELEVATION = 337.90 DOWNSTREAM ELEVATION - 322.00
STREET LENGTH(FEET) - 170.00 CURB HEIGHT(INCHES) - 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 18.50
INTERIOR STREET CROSSFALL(DECIMAL) - .020
OUTSIDE STREET CROSSFALL(DECIMAL) - .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
" TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.27
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .42
HALFSTREET FLOODWIDTH(FEET) = 14.51
AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.67
PRODUCT OF DEPTHSVELOCITY - 3.61
STREETFLOW TRAVELTIME(MIN) _ .33 TC(MIN) = 15.49
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.557
-USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .8500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) - .60
SUMMED AREA(ACRES) 10.60 TOTAL RUNOFF(CFS) = 19.57
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) - .42 HALFSTREET FLOODWIDTH(FEET) - 14.51
FLOW VELOCITY(FEET /SEC.) - 8.81 DEPTHrVELOCITY = 3.67
rr+ ra+ arrr++ r+++ aa+ wrraawa+ aa+ arraa♦+ aaaraaaaaaaaarrar +arrraaaarrarara +agar•
FLOW PROCESS FROM NODE 6100.00 TO NODE 6030.00 IS CODE = 8
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
- • -
=100 YEAR RAINFALLINTENSITY ( INCH /HOUR)• =a 3 ___ __ ______ _
. 557________ ______
'USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) - .70 SUBAREA RUNOFF(CFS) = 1.37
TOTAL AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) - 20.94
TC(MIN) - 15.49
==== avav= v— v—==== zv = = =.vccccccascccc===— ccaa..vz
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 20.94 TC(MIN.) - 15.49
TOTAL AREA(ACRES) - 11.30
7-
70
. -.. a
E - ===a ----aaa_a__aa=_=-=----a=-____--
EN
RATIONAL L
MTHOD ANALYSIS
♦..........a...a.a.. as as aar.ra.r.a. +....aaa +aa aar + a s r. a............♦+ar a a r as
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER 6 ASSOCIATES
Irvine, Inc.
Planning + Engineering • Surveying
Three Hughes • Irvine California 92718 • (714) 538 -1010
+ ++ +.+ +r +aartaarrtaaaartartarta DESCRIPTION OF STUDY ra +war♦ ++ + + +arartaarrr....a
• Thornton Ranch
• Developed Flows Exiting Property at the Southwest to Fraxinella Bulb
a a
aaaaaraaaaaaaaaraaraaaaaraaaaaraaar+ aaaaaaaaaa .aaaaaraaaa.a.a..rar.aaaaaaa
FILE NAME: 061 \314X \DEVSWEST.DAT
TIME /DATE OF STUDY: 15:10 5/22/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) - 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
INITIAL AREA IS FLOW -BY OF INLET AT NODE 4018. SEE HYDROLOGY FOR ONSITEI AND
INLET SIZING CALCULATIONS.
raaa.+++ aaaa++ rrr+ a++a rra+ raaaraarrrt. a+ aaaartr .rra.aa.raraaaaaaaaa...raaaaaaa
FLOW PROCESS FROM NODE 4018.00 TO NODE 4018.00 IS CODE = 7
----------------------------------------------------------------------------
»» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.97 RAIN INTENSITY(INCH /HOUR) - 3.49
TOTAL AREA(ACRES) _ .84 TOTAL RUNOFF(CFS) - 1.74
rrraaaaraaaaaaaa. asaaaa rar. r.. r. aaaaaa.. rraaaa .a.a..aa.ra.aaa..aaaaaarara+ +a
FLOW PROCESS FROM NODE 4016.00 TO NODE 4019.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««<
- _--- __= _=-= a - =-==- - --===== ____===_s=___--_---
UPSTREAM ELEVATION 338.40 DOWNSTREAM ELEVATION = 337.50
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 18.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTR£ETS CARRYING RUNOFF - 1
+ +TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =
1.88
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .31
HALFSTREET FLOODWIDTH(FEET) - 9.30
AVERAGE FLOW VELOCITY(FEET /SEC.) - 1.91
PRODUCT OF DEPTHSVELOCITY = .60
STREETFLOW TRAVELTIME(MIN) _ .87 TC(MIN) = 16.84
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.371
-USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _
.29
SUMMED AREA(ACRES) _ .94 TOTAL RUNOFF(CFS) -
2.03
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) - .31 HALFSTREET FLOODWIDTH(FEET) - 9.30
FLOW VELOCITY(FEET /SEC.) = 2.06 DEPTH +VELOCITY
.64
aafsrxfrfa+ +araaf af++ a++ a+ aaaaaraaaa+ aaaaarrr +rrrrrrrraaararararaarrwaarrrar
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.84
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) _ .94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03
aaww + +wwwaaaawa +w +wwrrrrf xwwra+++++ raaaarara+ aa+r + +raawaaaasrrraaarfaxaa + +sa
FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
`USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 120.00
UPSTREAM ELEVATION - 343.30
DOWNSTREAM ELEVATION - 342.10
ELEVATION DIFFERENCE - 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) .74
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .74
♦ arrrara++ aaaaraaaaarrra+ aaaaaraaaaaaaaaaaarraaarrrrsrrraaarswaaraarrraaaaas
FLOW PROCESS FROM NODE 4011.00 TO NODE 4019.00 IS CODE = 6
--------------------------------------------- ------------------------ -------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 340.50 DOWNSTREAM ELEVATION
337.50
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) =
6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DEC I MAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
# }TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =
1.57
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) - 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) - 2.96
PRODUCT OF DEPTH&VELOCITY - .75
STREETFLOW TRAVELTIME(MIN) _ .68 TC(MIN) = 11.52
100 YEAR RAINFALL INTENSITY (INCH /HOUR) - 4.306
'USER SPECIFIED (SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) =
1.66
SUMMED AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) =
2.40
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY (FEET /SEC.) - 3.06 DEPTH #VELOCITY =
.89
iiiiiYli}lilii#ii #i # # #}} iii} i}}l iiiil ill iilii !}!i}i}#}# }i!}i111 } }4.t }#! } }IiY
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
=== a ==_== s = == = =_______________..............
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.52
RAINFALL INTENSITY(INCH /HR) = 4.31
TOTAL STREAM AREA(ACRES) - 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40
FLOW PROCESS FROM NODE 4015.00 TO NODE 4016.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
U ;E R SPECIFIE D AREA) ______`___________
:
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH - 120.00
UPSTREAM ELEVATION = 342.80
DOWNSTREAM ELEVATION = 341.60
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.845
100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .49
TOTAL AREA(ACRES) - .20 TOTAL RUNOFF(CFS) _ .49
aarrraaaaaaataaaaaasaaaaaaararaarrraaaaaraarrttaaaaraaaraaaaaaaaasrraaaarara
FLOW PROCESS FROM NODE 4016.00 TO NODE 4019.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««<
__°_____________ _________________ _ ° ° °______ °___ __________ °_ - - - --_
UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 337.50
STREET LENGTH(FEET) 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) - 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
aaTRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .61
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .19
HALFSTREET FLOODWIDTH(FEET) - 3.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69'
PRODUCT OF DEPTH&VELOCITY - .52
STREETFLOW TRAVELTIME(MIN) _ .50 TC(MIN) = 11.34
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350
"USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .24
SUMMED AREA(ACRES) - .30 TOTAL RUNOFF(CFS) _ .73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .20 HALFSTREET FLOODWIDTH(FEET) - 3.82
FLOW VELOCITY (FEET /SEC.) = 2.77 DEPTH +VELOCITY = .56
saa raaraaraaaar++• srr srsraaa+ saaaaaaa+:• aaaaaaaaaaaaasaaaaara + +aaararaarrrra
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS - 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 11.34
RAINFALL INTENSITY(INCH /HR) = 4.35
TOTAL STREAM AREA(ACRES) _ .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .73
tt CONFLUENCE DATA ar
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.03
16.84
3.371
.94
2
2.40
11.52
4.306
1.00
3
.73
11.34
4.350
.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
•* PEAK FLOW RATE TABLE •*
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.67 11.34 4.350
2 4.71 11.52 4.306
3 4.47 16.84 3.371
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 4.71 Tc(MIN.) - 11.52
TOTAL AREA(ACRES) - 2.24
r♦arrafaaaaa swa +r•+a +aaaaaaawa•f rafaaaaaaasaaaaaaaf waa .aar..aaaaaa♦+• +♦+aaa♦
FLOW PROCESS FROM NODE 4019.00 TO NODE 4028.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «<
----------- _______ --- _ ------ __ ---- ____-__ --------- _____ ..... _---__ ---- --_---
UPSTREAM ELEVATION = 337.50 DOWNSTREAM ELEVATION 323.40
STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.41
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) - .31
HALFSTREET FLOODWIDTH(FEET) = 9.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.50
PRODUCT OF DEPTH&VELOCITY = 1.72
STREETFLOW TRAVELTIME(MIN) _ .73 TC(MIN) = 12.25
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.139
*USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .8500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.41
SUMMED AREA(ACRES) = 2.64 TOTAL RUNOFF(CFS) = 6.11
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) - 9.88
FLOW VELOCITY (FEET /SEC.) = 5.59 DEPTH *VELOCITY = 1.81
aaraf+ rar+ rf+• afaarwawwr+ raw sw+ a++♦ wwaraffaaaraaaasaaa +waaaa.rrrwf raaraaaaaa
FLOW PROCESS FROM NODE 4028.00 TO NODE 6031.00 IS CODE = 4
----------------------------------------------------------------------------
» »>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA « «<
» »> USING USER - SPECIFIED PIPESIZE««<
--- - - - - --7 _= a________________ �- ____________ _______________________________
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 12.1
UPSTREAM NODE ELEVATION = 317.00
DOWNSTREAM NODE ELEVATION 315.08
FLOWLENGTH(FEET) - 28.00 MANNING'S N - .013
GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 6.11
TRAVEL TIME(MIN.) _ .04 TC(MIN.) - 12.29
♦ rr• aaraw+l raaaaraaaarrraa lawwr!♦..aaaa.araaraaaarr rra+a +a!laaraala.♦l.rraa•
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 12.29
RAINFALL INTENSITY(INCH /HR) = 4.13
TOTAL STREAM AREA(ACRES) = 2.64
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.11
ADD DRAINAGE INTERCEPTED BY NORTHERLY INLET. SEE ONSITE2 HYDROLOGY AND INLET
CALCULATIONS.
•raaaaaaaaraara +a+aaaa.rarar+w sswari+ r lrrraaaaaararrrarrarriaraar!•lr rararaa
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) - 15.49 RAIN INTENSITY(INCH /HOUR) = 3.56
TOTAL AREA(ACRES) - 4.48 TOTAL RUNOFF(CFS) = 8.30
iriaaaaaaiaaaaiaiiaaiiiiaa iiiaari iiriaili ii rraiaiiiiiatii llaif if aiiiialaaaia
FLOW PROCESS FROM NODE 6030.00 TO NODE 6031.00 IS CODE = 4
----------------------------------------------------------------------------
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««<
» » >USING USER - SPECIFIED PIPESIZE<<<<<
-------°-_°-------- -- - - - --
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.2
UPSTREAM NODE ELEVATION - 315.86
DOWNSTREAM NODE ELEVATION 315.08
FLOWLENGTH(FEET) - 40.39 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.30
TRAVEL TIME(MIN.) _ .08 TC(MIN.) - 15.57
r aaa a+w+wa +awawrararasiar+aararrrar asa w+ar aar aaar a i a t a a r w r+ r r a r r r a a a a s + +waaa
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. = 15.57
RAINFALL INTENSITY(INCH /HR) = 3.55
TOTAL STREAM AREA(ACRES) = 4.48
PEAK FLOW RATE (CFS) AT CONFLUENCE - 8.30
as CONFLUENCE DATA ra
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
6.11
12.29
4.131
2.64
2
8.30
15.57
3.545
4.48
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
as PEAK FLOW RATE TABLE as
STREAM RUNOFF
NUMBER (CFS)
1 13.24
2 13.55
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc INTENSITY
(MIN.) (INCH /HOUR)
12.29 4.131
15.57 3.545
ESTIMATES ARE AS FOLLOWS:
= 13.55 Tc(MIN.) 15.57
7.12
arraaaaaaaraaaaarira+++ r+ r+ a+ assaaaaaraarraarrrra •r••aaaaaaaaiaa +aaaar+raair
FLOW PROCESS FROM NODE 6031.00 TO NODE 6033.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.8
UPSTREAM NODE ELEVATION = 315.08
DOWNSTREAM NODE ELEVATION = 290.33
FLOWLENGTH(FEET) = 443.92 MANNING'S N - .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 13.55
TRAVEL TIME(MIN.) - .54 TC(MIN.) = 16.11
+aaaaraaraasaaa aaaaar+}} r+ raaaaa aasaaaaaa aaaa +iar aaaaaaaaara sa + }aaasaaaaaaa•
FLOW PROCESS FROM NODE 6033.00 TO NODE 6033.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
= =_____ __ _________ _ =____------ � .............
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) - 16.11
RAINFALL INTENSITY(INCH /HR) - 3.47
TOTAL STREAM AREA(ACRES) = 7.12
PEAK FLOW RATE (CFS) AT CONFLUENCE 13.55
SEE HYDROLOGY FOR DITCH.DAT
i ♦ +}�i +a laaaaaaiiia+ ar} Iliaaial} iia} aaYaar aaaaaaaiaaaaaaaaaaaari }}iiiair rllr
FLOW PROCESS FROM NODE 6033.00 TO NODE 6033.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
L'SER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.20 RAIN INTENSITY(INCH /HOUR) - 3.46
TOTAL AREA(ACRES) = 3.36 TOTAL RUNOFF(CFS) - 6.46
...... a.. r.... aa. r. rw. a. a..... e. aa....... s..♦ .r...a...a..a.wsa.........r.a.a
FLOW PROCESS FROM NODE 6033.00 TO NODE 6033.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
--- =____________ °___- ° °---- -----------
_____��__
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.20
RAINFALL INTENSITY(INCH /HR) = 3.46
TOTAL STREAM AREA(ACRES) = 3.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.46
** CONFLUENCE DATA
**
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR) -
(ACRE)
1
13.55
16.11
3.469
7.12
2
6.46
16.20
3.456
3.36
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE T
STREAM RUNOFF
NUMBER (CFS)
1 19.98
2 19.96
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
9BLE **
Tc INTENSITY
(MIN.) (INCH /HOUR)
16.11 3.469
16.20 3.456
ESTIMATES ARE AS FOLLOWS:
= 19.98 Tc(MIN.) 16.11
10.48
FLOW PROCESS FROM NODE 6033.00 TO NODE 6034.00 IS CODE = 4
----------------------------------------------------------------------------
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
» » >USING USER - SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 26.6
UPSTREAM NODE ELEVATION - 290.00
DOWNSTREAM NODE ELEVATION = 256.15
FLOWLENGTH(FEET) - 136.00 MANNING'S N - .013
GIVEN PIPE DIAMETER(INCH) = 16.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 19.98
TRAVEL TIME(MIN.) = .09 TC(MIN.) - 16.19
.......... aa. s...• a. a.... sa... a. rr.. s, as.... r .+s +. +sr....r....s........• :...
FLOW PROCESS FROM NODE 6034.00 TO NODE 6034.00 IS CODE = 8
----------------------------------------------- ------------ --- ----- -- - - -- - --
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=====_ ____ =__________ =__-______ =_ = =__
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.457
`USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4500
SUBAREA AREA(ACRES) _ .51 SUBAREA RUNOFF(CFS) _ .79
TOTAL AREA(ACRES) = 10.99 TOTAL RUNOFF(CFS) = 20.78
TC(MIN) - 16.19
•aarr arrarraaa+a raaaara + +ra +aaaaaawraaaarrwrrra arrrr +rar + +aaaaaaawwwwrrrrrrr
FLOW PROCESS FROM NODE 6034.00 TO NODE 1010.00 IS CODE = 4
---------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
PIPEFLOW VELOCITY(FEET /SEC.
UPSTREAM NODE ELEVATION -
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) - 118.58
GIVEN PIPE DIAMETER(INCH) _
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = .17
- 11.8
255.82
254.01
MANNING'S N .013
18.00 NUMBER OF PIPES =
= 20.78
TC(MIN.) = 16.36
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 20.78 Tc(MIN.) = 16.36
TOTAL AREA(ACRES) = 10.99
------°--------------- - - - - --
END OF RATIONAL METHOD ANALYSIS
1
i!lYlYL111111Yf1 {11{{•i{ 111{ 11{ iYii{ 1{ IY {I +YYYYI {IYYiIYIIY111lliiY {iYYY {VIII
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes r Irvine California 92718 * (714) 538 -1010
* * +a**aa+ : + *+r* +a ++aa **ra+ DESCRIPTION OF STUDY *aaaarra*ra +aaaaaa+aaa+aa•
• Thornton Ranch - Southerly Ditch
• 100 -Year Hydrology - Only flow from easterly basin considered, to be
• conservative. +
aaa+ a+ rrrrr*a r+* rarrrraarr+*aara :raa*aaaalaaaaa alaa{aaala +a + +Iaaa *+aaaaaa{
FILE NAME: 061 \314X \DITCH.DAT
TIME /DATE OF STUDY: 15: 4 5/22/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------- ----- ------------- ----- - --- --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) - 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
aaaa +aa ++111 gala++++++♦ + + +alalaaalraaY ++aa+aa+ + +aallaa saaaaaraaaa {i!*l +aaaa.
FLOW PROCESS FROM NODE 7000.00 TO NODE 7101.00 IS CODE = 21
----------------------------------------------------------------------------
»» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
•US£R SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT .5500
INITIAL SUBAREA FLOW- LENGTH = 940.00
UPSTREAM ELEVATION = 388.00
DOWNSTREAM ELEVATION = 310.00
ELEVATION DIFFERENCE = 78.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.994
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA. FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.633
SUBAREA RUNOFF(CFS) = 2.20
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.20
TOTAL FLOW TO TRAIL DITCH
ai1{1}Iia1 { +af laYYa1 }f1*Ia { }.1 }{ta1f1{{f.Y {f allYfYaaYYaf alaaal {..w1111fYYakY
FLOW PROCESS FROM NODE 7101.00 TO NODE 7101.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
`TOTAL =NUMBER =OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.99
RAINFALL INTENSITY(INCH /HR) - 3.63
TOTAL STREAM AREA(ACRES) - 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.20
CONFLUENCE WITH RUNOFF INTERCEPTED BY 4" PVC - LOW FLOW PIPE
•+ waarrrwwaY+ a+ YaYaaaasaaasafaar {aarrrrralaaaaalf aawrwlarrYaaas ♦aaraararar..
FLOW PROCESS FROM NODE 7101.00 TO NODE 7101.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.61 RAIN INTENSITY(INCH /HOUR) = 3.28
TOTAL AREA(ACRES) _ .23 TOTAL RUNOFF(CFS) = .45
ra }r + }aa +1+ }aaaa }sal ++a+aaaaaa a{afaa}aaaa+ +f arra :rrlrrlrf aaaasaaaaa}Iaaaaa+a
FLOW PROCESS FROM NODE 7101.00 TO NODE 7101.00 IS CODE 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.61
RAINFALL INTENSITY(INCH /HR) - 3.28
TOTAL STREAM AREA(ACRES) _ .23
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .45
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.20
14.99
3.633
1.10
2
.45
17.61
3.275
.23
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 2.60 14.99 3.633
2 2.43 17.61 3.275
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) = 14.99
TOTAL AREA(ACRES) = 1.33
www+•a rrawr+ rw+ ewre++ a+• r.♦. aar+.•. rr++♦ a. r+• ♦r.arwr.rr.raa...ra ++r.....+...
FLOW PROCESS FROM NODE 7101.00 TO NODE 6033.00 IS CODE - 51
----------------------------------------------------------------------------
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
» » >TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 310.00
DOWNSTREAM NODE ELEVATION = 295.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 410.00
CHANNEL SLOPE - .0366
CHANNEL BASE(FEET) - .00 "Z" FACTOR - 4.000
MANNING'S FACTOR - .015 MAXIMUM DEPTH(FEET) - .50
CHANNEL FLOW THRU SUBAREA(CFS) - 2.60
FLOW VELOCITY(FEET /SEC) - 5.68 FLOW DEPTH(FEET) _ .34
TRAVEL TIME(MIN.) - 1.20 TC(MIN.) - 16.20
ara+ aarar: aa+ rraaaaraa. aaa++ r+ arraar.. a. a. rrraaarars +ar+rrwrrrrrrraarraaara+
FLOW PROCESS FROM NODE 6033.00 TO NODE 6033.00 IS CODE = 8
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.457
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) 1.77
TOTAL AREA(ACRES) = 2.26 TOTAL RUNOFF(CFS) = 4.37
TC(MIN) = 16.20
TOTAL FLOW TO CATCH BASIN IN DITCH, SOUTHEAST SIDE.
aararraaaarww+ rrrrrrra+ raraaararaaar. a. r: aaraaaaaarraarr +rw ++ +wwrr +aarrrraa•
FLOW PROCESS FROM NODE 7103.00 TO NODE 6033.00 IS CODE = 8
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.457
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) - 1.10 SUBAREA RUNOFF(CFS) = 2.09
TOTAL AREA(ACRES) 3.36 TOTAL RUNOFF(CFS) = 6.46
TC(MIN) = 16.20 TOTAL FLOW TO CATCH
BASIN AT NODE 6033
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 6.46 TC(MIN.) = 16.20
TOTAL AREA(ACRES) = 3.36
END OF RATIONAL METHOD ANALYSIS
rr. rr+r.rr. r.. r. r....+ rr r* r+ ..*....r*r.*........♦.♦.**..r.* r r..*....w+. a* r.♦
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES
Irvine, Inc.
Planning Engineering * Surveying
Three Hughes ' Irvine California 92718 r (714) 538 -1010
aaaaaa+raaaa +rraaar +aarrww DESCRIPTION OF STUDY aaaaaaawawwrwwwaaawaaa +ara
• THORNTON RANCH
• POST DEVELOPMENT FRAXINELLA STREET +
• FLOWS FROM THORNTON TAKEN FROM ONSITE FILES
alaa +aaf a+aaaa+aaaawrwaawarrra+ + + +a rasa+ aaawiaaaaaaraaaaraarkwakaraara +ar+
FILE NAME: H: \AES92 \061 \314X \ONSITE3.DAT
TIME /DATE OF STUDY: 14:20 9/18/1997
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) - 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) - 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) - 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
rrraaaraaaaa ..a :aaaraaarrararwraaawaaa aaraararaarraraaa ♦aww wawra +aaaa a.... +.
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE 21
----------------------------------------------------------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT .5500
INITIAL SUBAREA FLOW- LENGTH - 150.00
UPSTREAM ELEVATION - 324.00
DOWNSTREAM ELEVATION 322.50
ELEVATION DIFFERENCE 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .92
TOTAL AREA(ACRES) _ .40 TOTAL RUNOFF(CFS) _ .92
aaraaarraa.... r. r. rrrr+ aa** r.. r+*** wa** arrrrrraraaaraa *.r.aa♦*a*r***.ar +rasa
FLOW PROCESS FROM NODE 4021.00 TO NODE 4029.00 IS CODE = 6
----------------------------------------------------------------------------
» » >COMPUTE STREETFLOW TRP.VELTIME THRU SUBAREA <<<<<
= UPSTREAM ELEVATION = 321.80 =DOWNSTREAM ELEVATION == 317.90 _
STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) 6.
STREET HALFWIDTH(FEET) - 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSS FALL( DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.31
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .30
HALFSTREET FLOODWIDTH(FEET) - 8.46
AVERAGE FLOW VELOCITY(FEET /SEC.) - 2.77
PRODUCT OF DEPTH&VELOCITY - .82
STREETFLOW TRAVELTIME(MIN) - 1.35 TC(MIN) - 13.48
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.892
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) - 2.78
SUMMED AREA(ACRES) 1.70 TOTAL RUNOFF(CFS) - 3.70
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) - .34 HALFSTREET FLOODWIDTH(FEET) - 10.52
FLOW VELOCITY (FEET/SEC. ) - 3.02 DEPTH *VELOCITY - 1.02
+ arraaaaa +aa +aaaaaaaraaaaaaaaasaaaaasaaa saaaaaaawaaaaraaaaywwwt • + + +aaaraaa w•
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) - 13.48
RAINFALL INTENSITY(INCH /HR) = 3.89
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.70
taaaatataaata +aaraaaawa +w rwaarararraaaawwaaywraaraaaaaaywwa +aaaaswawaaarar.+
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH - 150.00
UPSTREAM ELEVATION - 324.10
DOWNSTREAM ELEVATION = 322.60
ELEVATION DIFFERENCE - 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 12.125
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
wswarwaaaaaayaaaraaaaaaaraaaaaaaaaaa saaaaaaaaaraaayaaaaaarraaaaaaaarsaaaa .aa
FLOW PROCESS FROM NODE 4026.00 TO NODE 4029.00 IS CODE = 6
----------------------------------------------------------------------------
»»> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
=- UPSTREAM - ELEVATION = - - == =321.40 - =DOWNSTREAM ELEVATION == 317.90
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DEC IMALI) - .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.55
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) - 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) - 2.61
PRODUCT OF DEPTH&VELOCITY - .69
STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 13.28
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.930
'USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) - 1.73
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.42
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY (FEET/SEC. ) = 2.90 DEPTH•VELOCITY = .86
aasrwaafffaaawawararaaaaaraaaarrraaawraararra •raaaaaaaaaaaaaar srrf •aaaaaaafa
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) - 13.28
RAINFALL INTENSITY(INCH /HR) = 3.93
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.42
fa CONFLUENCE DATA wa
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.70 13.48 3.892 1.70
2 2.42 13.28 3.930 1.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
ra PEAK FLOW RATE TABLE as
STREAM RUNOFF
NUMBER (CFS)
1 6.08
2 6.09
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) -
Tc
(MIN.
13.28
13.48
ESTIMA'
= 2
araraf araara.a:.rararaaa♦
FLOW PROCESS FROM NODE
-------------------------
>>> COMPUTE STREETFLOW
--------------- --
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
INTENSITY
(INCH /HOUR)
3.930
3.892
CES ARE AS FOLLOWS:
6.09 Tc(MIN.) - 13.48
.80
saa r.♦ raaaaaaaarawaawr •aaawrrraaafraraarsr.war.rrr
4029.00 TO NODE 4109.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA<<<<<
317.90 = =DOWNSTREAM = ELEVATION 312.20
580.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREP.K = 18.50
INTERIOR STREET CROSS FALL (DECIMALL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
rrTRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.61
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .46
HALFSTREET FLOODWIDTH(FEET) - 16.82
AVERAGE FLOW VELOCITY(FEET /SEC.) - 2.92
PRODUCT OF DEPTH&VELOCITY = 1.35
STREETFLOW TRAVELTIME(MIN) - 3.31 TC(MIN) - 16.79
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.378
'USER SPECIFIED (SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) - 5.02
SUMMED AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 11.11
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) - .50 HALFSTREET FLOODWIDTH(FEET) - 18.55
FLOW VELOCITY (FEET/SEC. ) - 3.12 DEPTHaVELOCITY = 1.55
+s+aaraararrr+a+waraaa arraaaaarwwrwaaaasra + +a +araaar +raraarrarrrr rra+ +raw + ++
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
____ ----- _ ------ __ ----- __ ---------- __________ _------------
____________ -__ °__
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.79
RAINFALL INTENSITY(INCH /HR) = 3.38
TOTAL STREAM AREA(ACRES) = 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.11
rrrararararrasar +raraarrr ra arr+rr+arrrr saarrraaaraaaaaaarrrr :rraarrrara ++a+♦
FLOW PROCESS FROM NODE 4100.00 TO NODE 4101.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
-USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT .5500
INITIAL SUBAREA. FLOW- LENGTH - 150.00
UPSTREAM ELEVATION = 324.70
DOWNSTREAM ELEVATION = 323.20
ELEVATION DIFFERENCE = 1.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 12.125
100 YEAR RAINFALL INTENSITY (INCH /HOUR) - 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
araaaaa +r araa+ aararaararaasrraarrrr +rararrraaaaarrrrraaar raaa +arr +arrraa +eaa
FLOW PROCESS FROM NODE 4101.00 TO NODE 4109.00 IS CODE = 6
-------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ««<
= ----- =
UPSTREAM ELEVATION 322.00 == = ____
DOWNSTREAM ELEVATION = 312.20 --= - -
STREET LENGTH(FEET) 280.00 CURB HEIGHT(INCHES) 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSS FALL (DECIMAL) - .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
raTRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL 'RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32
PRODUCT OF DEPTH&VELOCITY = .84
STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) = 13.53
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.882
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.13
SUMMED AREA(ACRES) 1.30 TOTAL RUNOFF(CFS) = 2.82
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY (FEET/SEC. ) = 3.61 DEPTH *VELOCITY - 1.04
♦ w.*..*** aaa.a a.*. a...*** .***** *.*aa*. *** **.*...******.. a. a..*. a. ***. w**. *.a
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE - 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) - 13.53
RAINFALL INTENSITY(INCH /HR) = 3.88
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.82
** CONFLUENCE DATA
*"
STREAM RUNOFF
Tc
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 11.11
16.79
3.377
5.50
2 2.82
13.53
3.882
1.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 12.49
2 13.56
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
Tc
(MIN.)
13.53
16.79
ESTIMATES
13.
6.80
INTENSITY
(INCH /HOUR)
3.882
3.377
ARE AS FOLLOWS:
56 Tc(MIN.) - 16.79
* aaaaa* r.. aaaaaaaaa... arra*. rr. ra**♦:♦ wawaaa. .w** +.*.*w.a.a*earrwa*.wa*.*.aa
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 10
----------------------------------------------------------------------------
» » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 <<<<<
INITIAL Q IS FLOWBY AT NORTHERLY INLET. SEE HYDROLOGY FOR ONSITE2 AND INLET
CALCULATIONS.
..*********... r**.****. ****.*.****.a*********..*.****. r*.*..*,*.*.♦ a....**..
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TCfMIN) = 15.49 RAIN INTENSITY(INCH /HOUR) = 3.56
TOTAL AREA(ACRES) = 6.82 TOTAL RUNOFF(CFS) = 12.64
FLOW PROCESS FROM NODE 6030.00 TO NODE 4108.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
______=__________________________________________=-=_----_-_--___--____---
UPSTREAM ELEVATION 322.00 DOWNSTREAM ELEVATION = 312.20
STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) - 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) - .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
{rTRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.44
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .49
HALFSTREET FLOODWIDTH(FEET) - 17.98
AVERAGE FLOW VELOCITY(FEET /SEC.) - 4.31
PRODUCT OF DEPTH&VELOCITY = 2.09
STREETFLOW TRAVELTIME(MIN) = 2.13 TC(MIN) = 17.62
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.274
`USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.60
SUMMED AREA(ACRES) = 8.82 TOTAL RUNOFF(CFS) = 16.24
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 19.13
FLOW VELOCITY(FEET /SEC.) = 4.30 DEPTH {VELOCITY = 2.19
rwar+ aYarrrarrrr{ w{ Yirtr♦ srYarrrrrr{ rrwriwwwYwr {{YartYwrarrrrwrr{awaaaa.ar.r
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.62
RAINFALL INTENSITY(INCH /HR) - 3.27
TOTAL STREAM AREA(ACRES) = 8.82
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.24
awaaaa + + + +arraa.aa{raawarar s{rrwaYSaawarraraYra.aa • ra +a.r stwttarrr {wrwrrawar
FLOW PROCESS FROM NODE 4105.00 TO NODE 4106.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
"USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 324.70
DOWNSTREAM ELEVATION - 323.20
ELEVATION DIFFERENCE - 1.50
URBAN SUBAREA. OVERLAND TIME OF FLOW(MINUTES) 12.125
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .69
i+irYiar /IYYrrYrIY i1YYr1i
FLOW PROCESS FROM NODE
-------------------------
>>>>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
�a aaaiaai{{ Y{{ Y{{{{ r {ra { { { {rY {{aara{rY {{{r {attwia {♦
4106.00 TO NODE 4108.00 IS CODE = 6
TRAVELTIME THRU SUBAREA ««<
321-90 DOWNSTREAM ELEVATION = 312.20 =_
300.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSS FALL( DECIMAL) _ .020
OUTSIDE STREET CROSS FALL( DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.29
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .28
HALFSTREET FLOODWIDTH(FEET) - 7.57
AVERAGE FLOW VELOCITY(FEET /SEC.) - 3.31
PRODUCT OF DEPTH&VELOCITY - .92
STREETFLOW TRAVELTIME(MIN) - 1.51 TC(MIN) - 13.64
100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.862
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) - 3.19
SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) - 3.87
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 9.30
FLOW VELOCITY (FEET /SEC.) = 3.94 DEPTH *VELOCITY = 1.23
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« <
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.64
RAINFALL INTENSITY(INCH /HR) = 3.86
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
16.24
17.62
3.274
8.82
2
3.87
13.64
3.862
1.80
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 17.64
2 19.53
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) _
Tc
(MIN.)
13.64
17.62
ESTIMATES
= 19.
10.62
INTENSITY
(INCH /HOUR)
3.862
3.274
ARE AS FOLLOWS:
53 Tc(MIN.) = 17.62
r a* aaaaawawwaaraaaaaaaaaarararraaa *rararaaaaraaarraaraaaar♦sa ♦rarawwrraaraaa
FLOW PROCESS FROM NODE 4108.00 TO NODE 4109.00 IS CODE 4
» » >COMFUTE F..'EFLOW TRA1 %ELTIME THRU SUBAREA ««<
» »> USING USER - SPECIFIED PIPESIZE<<<<<
PIPEFLOW VELOCITY(FEET /SEC.) = 11.0
UPSTREAM NODE ELEVATION = 306.44
DOWNSTREAM NODE ELEVATION 305.71
FLOWLENGTH(FEET) = 36.50 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 19.53
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 17.67
aaaaaraa+ aaiaaaiaaiaraaaaaa+ aiaatrrarrrrarrrawww +awraaaraaarar r }aw }a +agar :rr
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 11
----------------------------------------------------------------------------
» »> CONFLUENCE MEMORY BANK N 1 WITH THE MAIN- STREAM MEMORY ««<
MAIN STREAM CONFLUENCE DATA *"
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 19.53 17.67 3.268 10.62
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 13.56 16.79 3.377 6.80
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 32.46 16.79 3.377
2 32.65 17.67 3.268
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.65 Tc(MIN.) = 17.67
TOTAL AREA(ACRES) = 17.42
iiii} }} iii}} tita# tiaiittitti t# tiiatiiiit} i} tt } } }i #iii#}}i #iaiii } } }iiii} }i }ta
FLOW PROCESS FROM NODE 4109.00 TO NODE 101.00 IS CODE = 4
----------------------------------------------------------------------------
» » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««<
» »> USING USER - SPECIFIED PIPESIZE« «<
PIPEFLOW VELOCITY(FEET /SEC.) = 18.5
UPSTREAM NODE ELEVATION = 305.38
DOWNSTREAM NODE ELEVATION = 293.70
FLOWLENGTH(FEET) = 190.78 MANNING'S N .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 32.65
TRAVEL TIME(MIN.) = .17 TC(MIN.) = 17.84
t +a }aaraawarrrrrrar +rrrra rii+} iiaaat+ aaaarraarrrrrrrra }arraarr +rarrrrwrarrar
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6
----------------------------------------------------------------------------
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « «<
UPSTREAM ELEVATION = 293.70 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK - 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 33.13
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.16
## iW# a# fRf# WraRiiif ffRaiill aiaai!!!# R!l ilRarlifa! #R #iRiR ## ##lliffaaaaa alala!
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER 6 ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes * Irvine California 92718 * (714) 538 -1010
* DESCRIPTION OF STUDY * * *aa #aa +a : +aaaaaa ++rrra +>
• Thornton Ranch
• Developed Flows at the Existing Bulb in Fraxinella
• Includes Two 14' B -1 Inlets on Fraxinella at Periwinkle Intersection
:wwraawwr! >w »> f> fR # #airar +R +raaraalrar :atrrlalrar atria #a +rrar #a # >waw+ +aar
FILE NAME: H: \AES92 \061 \314X \IMPBULB3.DAT
TIME /DATE OF STUDY: 14:22 9/18/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) - 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
THIS MODEL USES THE PEAK FLOW FROM FILE: ONSITE3.DAT AS INITIAL DATA.
A PEAK FLOW OF 44.8 CFS FOR AN AREA OF 24.5 ACRES IS DIVIDED AS FOLLOWS:
WEST SIDE OF FRAXINELLA - FLOW WAS SPLIT EVENLY. 7.0 CFS OF 22.4 CFS IS
INTERCEPTED BY ONE OF THE TWO 14' B -1 INLETS ON THE WEST SIDE AT PERIWINKLE.
THE REMAINING 15.4 CFS TURNS THE CORNER AT PERIWINKLE.
EAST SIDE OF FRAXINELLA - 7.0 CFS IS INTERCEPTED BY THE OTHER 14' B -1 INLET.
THE REMAINING 15.4 CFS CONTINUES ON FRAXINELLA. 15.4 CPS IS 34% OF 44.8 CFS,
WHICH YIELDS AN EFFECTIVE AREA OF 8.41 ACRES.
! al rra lrrWrralrar!!laaa +ralrlalafaww waaaaaaaraaWa +a >waww >a >wrr+raw +la +rrar +W
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
----------------------------------------------------------------------------
» » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 19.88 RAIN INTENSITY(INCH /HOUR) = 3.03
TOTAL AREA(ACRES) = 8.41 TOTAL RUNOFF(CFS) - 15.40
ra+ i#++++ aaaaaa> aa+l raaaral a+ Rarraawaa+ aaai aarraraaaar +aa + +f >awwrr + +aaaaaa ++
FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 6
----------------------------------------------------------------------------
» » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «<
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.85
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) - 15.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.56
PRODUCT OF DEPTH&VELOCITY = 2.82
STREETFLOW TRAVELTIME(MIN) _ .43 TC(MIN) = 20.31
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.987
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) _ .90
SUMMED AREA(ACRES) = 8.96 TOTAL RUNOFF(CFS) - 16.30
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.68
FLOW VELOCITY(FEET /SEC.) = 6.33 DEPTH *VELOCITY = 2.78
+ta + +afff +a aaa +taaa +af of fffaff +atfffrraf +r +a +wa +rwaw +wttf t + ++ + + +aaa+rraa +taa
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 6
----------------------------------------------------------------------------
» »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «<
UPSTREAM ELEVATION 256.40 DOWNSTREAM ELEVATION 253.60
STREET LENGTH(FEET) = 68.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.04
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .45
HALFSTREET FLOODWIDTH(FEET) = 16.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.22
PRODUCT OF DEPTH&VELOCITY - 2.80
STREETFLOW TRAVELTIME(MIN) = .18 TC(MIN) = 20.49
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.970
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.47
SUMMED AREA(ACRES) = 9.86 TOTAL RUNOFF(CFS) = 17.77
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 17.09
FLOW VELOCITY(FEET /SEC.) = 5.85 DEPTH *VELOCITY = 2.74
+ + + +a + +aa +• + + +a ++aa + + + +raaaa++ aaa + +af +• ++ aaa• +a +aa• + +rrwaaattttrt + +aaaatfrfa
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) - 20.49
RAINFALL INTENSITY(INCH /HR) = 2.97
TOTAL STREAM AREA(ACRES) = 9.86
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.77
atlf atf at+alaalawlfaat +aaaaaaaf ara+ al wfr+• rraiiaaa lwiaa+ + + + +iaiarfaaaaa♦ala+
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 80.00
UPSTREAM ELEVATION = 261.50
DOWNSTREAM ELEVATION = 260.70
ELEVATION DIFFERENCE _ .80
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.855
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.103
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) - .56
FLOW PROCESS FROM NODE 1401.00 TO NODE 2069.50 IS CODE 6
----------------------------------------------------------------------------
» »> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «<
UPSTREAM ELEVATION = 260.35 DOWNSTREAM ELEVATION 256.40
STREET LENGTH(FEET) 155.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68
PRODUCT OF DEPTH&VELOCITY = .63
STREETFLOW TRAVELTIME(MIN) = .96 TC(MIN) = 9.82
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.773
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) 1.05
SUMMED AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = 1.61
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) - 6.40
FLOW VELOCITY(FEET /SEC.) = 3.05 DEPTH *VELOCITY = .78
FLOW PROCESS FROM NODE 1401.00 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 9.82
RAINFALL INTENSITY(INCH /HR) = 4.77
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
17.77
20.49
2.970
9.86
2
1.61
9.82
4.773
.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 12.67 9.82 4.773
2 18.78 20.49 2.970
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.78 Tc(MIN.) = 20.49
TOTAL AREA(ACRES) = 10.46
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) - 20.49
RAINFALL INTENSITY(INCH /HR) = 2.97
TOTAL STREAM AREA(ACRES) = 10.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.78
FROM FILE: DEVSWEST.DAT
+raaaa w +aaaa +aa +araar aaaa a++ awa+ wa+++ i## irir* +r *iai + ++ + + + + ++ria +aa + +sa + + * * ++
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 7
----------------------------------------------------------------------------
» » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.36 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 10.99 TOTAL RUNOFF(CFS) = 20.78
+ + *a }ww +waaww + + +aaawa+ wawa +a + + + + ++ iris+ a+ a+# as +laaraa ++ ++ #aa + + + ++aaaa +rwrarr
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE 4
----------------------------------------------------------------------------
» »> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ««<
» » >USING USER - SPECIFIED PIPESIZE««<
DEPTH OF FLOW INi 24.0 INCH PIPE IS = =10 7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) - 15.3
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES - 1
PIPEFLOW THRU SUBAREA(CFS) 20.78
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.43
aarraaiaf rara +aaiaarf rf rf raafira# rasaa+ wa+*++ raaaw +aaaasaaa!lrra *aaaww + +w ++f
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.43
RAINFALL INTENSITY(INCH /HR) = 3.42
TOTAL STREAM AREA(ACRES) = 10.99
PEAK FLOW RATE(CFS) AT CONFLUENCE - 20.78
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
18.78
20.49
2.970
10.46
2
20.78
16.43
3.425
10.99
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 37.06 16.43 3.425
2 36.80 20.49 2.970
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.06 Tc(MIN.) 16.43
TOTAL AREA(ACRES) = 21.45
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 37.06 Tc(MIN.) = 16.43
TOTAL AREA(ACRES) = 21.45
END OF RATIONAL METHOD ANALYSIS
C
******++++++++++++++++*++++++++++++******++++ * * * * * * * * * * + + * * * * * + * * * * * + + + * + + +*
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -93 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 7/10/93 License ID 1239
Analysis prepared by:
HUNSAKER & ASSOCIATES
Irvine, Inc.
Planning * Engineering * Surveying
Three Hughes * Irvine California 92718 * (714) 538 -1010
+ + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
• THORNTON RANCH
• POST DEVELOPMENT - "A" STREET AND VIA CANTEBRIA
• 100 -YEAR STORM
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: H: \AES92 \061 \314X \EAST.RAT
TIME /DATE OF STUDY: 16: 6 9/11/1997
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
--------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 13.85 (MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 470.00
UPSTREAM ELEVATION = 388.50
DOWNSTREAM ELEVATION = 378.00
ELEVATION DIFFERENCE = 10.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.823
SUBAREA RUNOFF(CFS) = 4.13
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.13
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<<
>> >>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
UPSTREAM NODE ELEVATION = 378.00
DOWNSTREAM NODE ELEVATION = 344.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00
CHANNEL SLOPE = .0739
CHANNEL BASE(FEET) = .00 "Z" FACTOR = 1.500
MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 4.13
FLOW VELOCITY(FEET /SEC) = 9.83 FLOW DEPTH(FEET) _ .53
TRAVEL TIME(MIN.) = .78 TC(MIN.) = 14.63
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 8
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.691
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .61
TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 4.74
TC(MIN) = 14.63
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 344.00 DOWNSTREAM ELEVATION 312.20
STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .090
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.42
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .34
HALFSTREET FLOODWIDTH(FEET) = 10.52
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.05
PRODUCT OF DEPTH &VELOCITY = 2.04
STREETFLOW TRAVELTIME(MIN) = 1.34 TC(MIN) = 15.97
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.488
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.37
SUMMED AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 10.11
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.07
FLOW VELOCITY(FEET /SEC.) = 6.42 DEPTH *VELOCITY = 2.36
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 8
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.468
SOIL CLASSIFICATION IS "D"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.97
TOTAL AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 13.08
TC(MIN) = 15.97
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 312.20 DOWNSTREAM ELEVATION = 308.20
STREET LENGTH(FEET) = 255.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .070
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.63
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .49
HALFSTREET FLOODWIDTH(FEET) = 18.18
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.98
PRODUCT OF DEPTH &VELOCITY = 1.95
STREETFLOW TRAVELTIME(MIN) = 1.07 TC(MIN) = 17.04
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.346
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 p
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.10 16 v are
SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 14.18 t'fiv
END OF SUBAREA STREETFLOW HYDRAULICS: ) 4 d Yj�lAne
DEPTH(FEET) = 49 HALFSTREET FLOODWIDTH(FEET) = 18.18 C= )Savei;14 �C'jhi{p
FLOW VELOCITY(FEET /SEC.) = 4.14 DEPTH *VELOCITY = 2.03 )Q� -yeAr S }ad y�pn
END OF STUDY SUMMARY: 44 west Side �t
PEAK FLOW RATE (CFS) = 14.18 Tc (MIN. ) = 17.04 V)A. CAn}l6v;a
TOTAL AREA(ACRES) = 7.10
END OF RATIONAL METHOD ANALYSIS
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APPENDIX II
Hydraulic Analysis
Proposed Storm Drain Systems
LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS KEPT: PC /RD4412.1
(INPUT) DATE: 09/22/97
PAGE I
PROJECT: Thornton Ranch - Onsite Storm Drain Line "C"
DESIGNER: TRW
CD L2
MAX Q
ADJ Q
LENGTH
FL 1
FL 2
CTL /TW
D
N
S
KJ
KE
KM
LC
L1
L3
L4
Al
A3
A4
J
N
B 1
279.18
2 2
14.8
14.B
15.00
278. OD
278.15
0. DO
24.
0.
3
0.00
0.00
0.00
1
3
0
0
14.
0.
0.
4.00
0.013
2 3
14.8
14.8
120.72
278.48
330.94
0.00
24.
0.
3
0.00
0.00
0.00
0
4
0
0
10.
0.
0.
4.00
0.013
2 4
14.8
14.8
142.31
331.27
331.98
0.00
24.
0.
3
0.00
0.20
0.00
0
5
0
0
0.
0.
0.
0.00
0.013
2 5
8.7
8.7
403.35
332.31
334.98
0.00
24.
0.
1
0.00
0.20
0.00
0
0
0
0
0.
0.
0.
0.00
0.013
LA COUNTY PUBLIC WORM STORM DRAIN ANALYSIS REPT: PC /RD4412.2
DATE: 09/22/97
PAGE 1
PROJECT: Thornton Ranch - Onsite Storm Drain Line "C"
DESIGNER: TRW
LINE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TV TW
NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) WTI (FT) CALC CALC (FT) (FT) CALC CX REMARKS
1 HYDRAULIC GRADE LINE CONTROL - 279.18
2 14.B 24 0 1.18 1.39 PART 0.00428 24.7 30.0 278.00 278.15 278.49 278.58 0.49 0.43 0.00 0.00
3 14.B 24 0 0.42 1.39 PART 0.00428 30.4 9.3 278.48 330.94 278.90 331.95 0.42 1.01 0.00 0.00
X . 0.00 X(N) - 59.83
4 14.B 24 0 1.52 1.39 PART 0.00428 6.4 5.8 331.27 331.9B 332.66 333.50 1.39 1.52 0.00 0.00
X - 0.00 X(N) - 91.41
5 8.7 24 0 0.97 1.05 PART 0.00148 2.9 5.2 332.31 334.98 334.17 336.03 1.86 1.05 336.53 0.00 HYD JUMP
X • 0.00 X(N) - 128.42 K(J) • 107.96 FIJI 2.18 D(BJ) 0.97 D(AJ) 1.13
LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.1
(INPUTI DATE: 09/19/97
PAGE 1
PROJECT: Thornton Ranch -Storm Drain "D" into Fraxinella Bulb
DESIGNER: trw FILE:LINEDA
CD
L2
MAX 0
ADS 0
LENGTH
FL 1
FL 2
CTL /TW
D
W
S
K.7
KE
KM
LC
Ll
L3
L4
Al
A3
A4
J
N
8
1
239.70
2
2
37.1
37.1
225.00
236.00
248.30
0.00
30.
0.
3
0.00
0.20
0.00
1
3
0
0
45.
0.
0.
0.00
0.024
2
3
20.8
20.8
65.00
248.50
252.08
0.00
24.
0.
3
0.00
0.20
0.00
0
4
0
0
45.
0.
0.
0.00
0.013
2
4
20.8
20.8
33.37
254.01
255.39
0.00
16.
0.
3
0.00
0.00
0.13
0
5
0
0
0.
0.
0.
4.00
0.013
2
5
20.8
20.8
85.21
255.39
255.82
0.00
1B.
0.
3
0.00
0.00
0.17
0
0
0
0
30.
0.
0.
4.00
0.013
2
6
20.0
20.0
58.00
256.15
261.00
0.00
18.
0.
3
0.00
0.00
0.17
0
6
0
0
21.
0.
0.
3.00
0.013
2
7
20.0
20.0
78.00
261.33
290.00
0.00
18,
0.
3
0.00
0.00
0.00
0
7
0
0
14.
0.
0.
4.00
0.013
2
8
13.5
13.5
57.50
290.33
310.72
0.00
18.
0.
3
D.DO
0.00
0.00
0
6
0
0
0.
0.
0.
4.00
0.013
2
9
13.5
13.5
139.80
311.05
312.45
0.00
18.
0.
3
0.00
0.00
0.00
0
9
0
0
0.
0.
0.
4.00
0.013
2
10
13.5
13.5
190.60
312.78
313.80
0.00
18.
0.
3
0.00
0.00
0.25
0
10
11
0
0.
64.
0.
4.00
0.013
2
11
6.1
6.1
28.00
314.13
317.00
0.00
18.
0.
1
0.00
0.20
D.00
D
0
0
0
0.
0.
0.
0.00
0.013
2
12
8.3
8.3
40.39
314.13
315.86
0.00
18.
0.
1
0.00
0.20
0.00
10
0
0
0
0.
0.
0.
0.00
0.013
LA COUNTY PUBLIC WORKS
STORM DRAIN ANALYSIS
PROJECT: Thornton Ranch -Storm Drain -D" into Fraxinella Bulb
DESIGNER: trW FILE:LINEDA
SEPT: PC /RD4412.2
DATE: 09/19/97
PAGE 1
LINE
0
D
W
DN
DC
FLOW
SF -FULL
V 1
V 2
FL
1
FL 2
HG
1
HG 2
D 1
D 2
TW
TW
NO
(CFS)
(IN) (IN)
(FT)
(FT)
TYPE
(FT/FT)
(FPS)
(FPS)
IFT)
[FT)
CALC
CALC
(FT)
(PT)
CALC
CX
REMARKS
1
HYDRAULIC
GRADE LINE
CONTROL
- 239.70
2
37.1
30
0
1.56
2.06
SEAL
0.02788
7.6
8.6
236.00
248.30
239.70
250.36
3.70
2.06
0.00
0.00
HYD JUMP
X -
40.34
X(N)
-
74.38
X(J) -
40.34
F(J) -
15.43
DIBJ)
-
1.56
D(AJ)
- 2.61
3
20.8
24
0
0.87
1.63
SEAL
0.00845
6.6
14.5
248.50
252.08
252.19
253.01
3.69
0.93
0.00
0.00
HYD JUMP
X -
16.46
X(N)
-
0.00
X(J) -
16.46
F(J) -
10.33
1) (BJ)
-
0.90
DIAJ)
- 2.92
4
20.8
18
0
1.20
1.47
PART
0.03921
12.8
11.8
254.01
255.39
255.31
256.86
1.30
1.47
0.00
0.00
5
20.8
18
0
1.50
1.47
SEAL
0.03921
11.8
11.8
255.39
255.82
256.86
260.22
1.47
4.40
0.00
0.00
X -
0.24
X(N)
-
0.00
6
20.0
18
0
0.89
1.47
SEAL
0.03625
11.3
29.1
256.15
261.00
261.08
261.62
4.93
0.62
0.00
0.00
HYD JUMP
X -
4.60
X(N)
-
0.00
X(J) -
4.60
F(J) -
14.03
D(BJ)
-
0.77
D W)
- 4.71
7
20.0
18
0
0.58
1.47
PART
0.03625
30.8
17.2
261.33
290.00
261.92
290.94
0.59
0.94
0.00
0.00
8
13.5
18
0
0.47
1.37
PART
0.01652
26.5
1D.4
29D.33
310.72
290.83
311.76
0.50
1.04
0.00
0.00
9
13.5
18
0
1.50
1.37
SEAL
0.01652
8.0
7.6
311.05
312.45
312.42
314.80
1.37
2.35
0.00
0.00
X -
9.12
X(N)
-
0.00
10
13.5
18
0
1.50
1.37
FULL
0.01652
7.6
7.6
312.78
313.80
314.80
317.95
2.02
4.15
0.00
0.00
11
6.1
18
0
0.43
0.95
FULL
0.00337
3.5
3.5
314.13
317.00
319.23
319.32
5.10
2.32
319.55
0.00
9 HYDRAULIC GRADE LINE CONTROL - 314.80
12 8.3 18 0 0.64 1.12 PART 0.00624 10.3 5.9 314.13 315.86 314.83 316.98 0.70 1.12 317.62 0.00
LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS KEPT: PC /RD4412.1
(INPUT) DATE: 09/19/97
PAGE 1
PROTECT: Thornton Ranch - Offaite Storm Drain a Periwinkle
DESIGNER: trw
CD L2 MAX U ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 IA Al A3 A4 J N
8 1 239.70
2 2 64.4 64.4 204.00 235.40 245.50 0.00 30. 0. 3 0.00 0.00 0.00 1 3 4 0 D. 65. 0. 4.00 0.024
2 3 $0.6 50.6 20.00 245.70 246.60 0.00 30. 0. 1 0.00 0.00 0.00 0 0 0 0 D. 0. 0. 0.00 0.013
2 4 13.8 13.8 203.18 246.00 254.20 0.00 24. 0. 3 0.00 0.00 0.14 3 4 5 0 0. 61. 0. 4.00 0.013
2 5 6.9 6.9 57.54 254.70 258.38 264.00 18. 0. 1 0.00 0.20 0.20 0 0 0 0 0. 0. 0. 0.00 0.013
2 6 6.9 6.9 35.90 254.70 260.00 264.50 18. 0. 1 0.00 0.20 0.00 4 0 0 0 0. 0. 0. 0.00 0.013
LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.2
DATE: 09/19/91
PAGE 1
PROJECT: Thornton Ranch - Offeite Storm Drain o Periwinkle
DESIGNER: trW
LINE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW
NO ICFS) (IN)IIN) IFT) (FT) TYPE (FT /FT) (FPS) (FPS) (PT) IFT) CALC CALC (FT) (FT) CALC CK REMARKS
1 HYDRAULIC GRADE LINE CONTROL - 239.70
2 64.4 30 0 2.50 2.42 FULL 0.08401 13.1 13.1 235.40 245.50 239.70 256.84 4.30 11.34 0.00 0.00
3 50.6 30 0 1.37 2.31 FULL 0.01522 10.3 10.3 245.70 246.60 258.92 259.22 13.22 12.62 260.87 0.00
3 HYDRAULIC GRADE LINE CONTROL - 257.88
4 13.8 24 0 0.75 1.33 FULL 0.00372 4.4 4.4 246.00 254.20 257.88 258.68 11.88 4.48 0.00 0.00
5 6.9 18 0 0.52 1.01 SEAL 0.00431 3.9 5.4 254.70 258.38 259.07 259.39 4.37 1.01 259.94 264.00 HYD JUMP
X - 48.06 X(N) - 0.00 X(J) - 48.80 F(J) - 2.09 D(BJ) - 0.70 D(AJ) - 1.44
3 HYDRAULIC GRADE LINE CONTROL
- 258.55
6 6.9 18 0 0.42 1.01 SEAL
0.00431 3.9
5.4
254.70
260.00
258.55 261.01
3.85 1.01 261.56 264.50 HYD JUMP
X - 13.01 X(N) - 0.00
X(J) - 13.01
F(J)
- 3.02
D(BJ)
- 0.50 D(AJ)
- 1.98
V 1. FL 1. D 1 AND HG 1 REFER TO DOWNSTREAM END
V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END
X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION
X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER
X IJ) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE
F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP
D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE)
0(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE)
SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART
HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP
NJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE
HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE
EOJ 9/19/1997 14:22
III
APPENDIX III
Hydrology for Southerly Trail Ditch
Lined Ditch Calculation
TRAIL DITCH with Maximum Flow
Cross Section for Triangular Channel
Project Description
0.016
Project File
h:\flowdata1061 \314 \ditch.fm2
Worksheet
Trail Ditch
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.016
Channel Slope
0.060000 ft/ft
Depth
0.33 ft
Left Side Slope
4.000000 H : V
Right Side Slope
2.000000 H : V
Discharge
2.20 cfs ( F -yzP,7
I4o-� 7f DD 4-D7I D!)
05/12/97
09.53:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666
0.33 ft
1
V N
H 1
NTS
FlowMaster v5.13
Page 1 of 1
Lined Ditch with Maximum Flow per D -75
Cross Section for Circular Channel
Project Description
Project File
h: \flowdata \061 \314 \ditch.fm2
Worksheet
Lined Ditch D -75
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.016
Channel Slope 0.020000 ft/ft
Depth 0.49 ft
Diameter 36.00 in
Discharge 4.37 cfs Vt ode /0033
M
36.00 in
1N
V
H 1
NTS
05/22197 FlowMaster v5.13
04:44:29 PM Haestad Methods, Inc. 37 Brooks,de Road Wateroury. CT 06708 (203) 755 -1666 Page 1 of 1
HUNSAKER & A.SSOCI9TES
SAN DIEGO, INC
10179 Huennekens Street
Son Diego, California 91121
Ph.6191558 -4500 Fax 619/558 -1414
SHEET NO _
CALCULATED
CHECKED BY.
P—a✓7c -A
Or_ -----
DATE
DATE
PGd �C�n Ir6
hLL.
: I
'.y i.� !•1Y9wt ��.� 11�6�L \II,�, /... J4 YN :.f•. •. tr:ay�M1F'�l. KIf : Yn.!�.Y(.
IV
APPENDIX IV
Inlet Sizing Calculations
Catch Basin Capacity Calculation
THORNTON RANCH
CURB INLET AND CATCH BASIN SIZING
BASED ON THE CITY OF SAN DIEGO DRAINAGE DESIGN MANUAL
INLET
INLET @
Q(CFS)
STREET
A (ft.)
Y (ft.)
Q(CFS)
Length of
Inlet Size
TYPE
NODE
@ NODE
SLOPE
Intercepted
Opening, L' (ft.)
L (ft.)
FLOW -BY
4018
10.4
2.7%
0.33
0.40
8.7
20
21
B -1
SUMP
5010
7.6
N1A
NIA
NtA
7.6
4
5
B
SUMP
4108
19.5
WA
NIA
NIA
19.4
10
11
B
SUMP
4109
13.6
NIA
NIA
MA
13.6
7
8
B
FLOW -BY
4028
6.1
7.7%
0.33
0.29
6.1
18
19
B -1
FLOW -BY
6030
20.9
7.0%
0.33
0.43
8.3
18
19
B -1
Catch Basin
102
6.5
N1A
NIA
WA
6.5
Per Standard
F
Drawing D -7
Catch Basin
104
0.8
N1A
NIA
N1A
0.8
Per Standard
F
Drawing D -7
FLOW -BY
1000•
22.3
3.5%
0.33
0.50
6.9
13
14
B -1
Calculation is for one inlet. Since flows are split evenly on each side, we show one -half of total Q.
SAMPLE CALCULATION, INLET ON GRADE
INLET @ NODE #4018
Q =8.7 CFS
SLOPE =2.7%
Y = 0.40 ft.
USING EQUATION Q = 0.7L' (A + Y) ^312
WHERE:
Y = depth of flow = 0.25 ft. PER CITY OF SAN DIEGO DRAINAGE DESIGN MANUAL CHART 1- 104.12
With a = 0.33 ft.,
L' = length of opening required
L' =20 ft.
SAMPLE CALCULATION, SUMP INLET
INLET @ NODE #5010
Q =7.6 CFS
Sizing of Sump inlet based on ratio of 2 cfs1LF, therefore
L'= 7.0 CFS 12 CFS /LF = 4 ft.
THORNTON RANCH
Determination of Capacity of Existing Sump Inlet in Via Cantebria
Type B -1 Inlet at Sta. 26 +00 (west side), L = 8 feet
Flowline elevation = 308.20
Top of Curb elev. = 309.04
Crown elevation = 309.28
H/h = 1.08/.54 = 1.99 ft. /ft.
from City of San Diego Chart 1- 103.6C
then
QCap /L = 2.2 cfs /ft
Q,,ap = 2.2 x L
= 2.2 x 8 ft.
Q"p = 17.6 cfs > Q,00 = 14.2 cfs
therefore O.K.
sump in Via Cantebria.xls
9115197
1
x
I
E
n-�
)
9�
e;
r
I
V
C
h
V
4
C
CHART 1- 104.12
I- LS'
.1.015 crr3
D-r
0wC 3+L( U iT11
O C C1
DE Or Ch L
EXAMP LE: ONE SIDE
G'nrh: O. b 5. 2.5%
Cheri p.rn: 'Depth a Q4, Vticc rT s 4.4 LRi
REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO.
GUTTER AND ROADWAY
i DISCHARGE - VE! OCITY CHART
70A
0 (' 111-�-VSAKER X ISVOCIATE-S
DIEGO,
10179 ]htennekons Sirer!
Sol? Dievo, CnItfornin 92121
Ph.6191jjs..joo rrx 619453S-I.JI4
E; T
/ no.*-- 1,4 -r-z;> of t .wt /vct4,r
�,r}LVO 97
C.cc-.EDB� DAIE
. ............ ...
7. Z.,
13
C--� 64E 5 f= I L fa : r-) I TG ki - iD'-g-7—
.1. O. JL--.
l'I
APPENDIX V
Energy Dissipater Calculation
IM
Hunsaker and Associates San Diego, Inc.
Design of Riprap Apron
Ref: Soil Conservation Service, Erosion and Sediment Control Handbook
Given:
Q = 14.8 cfs
Pipe Diameter, Do = 24 in
Find:
Minimum tailwater condition
from Figure 7.45
Length of Apron, La = 11 feet
Median Stone Size, d50 = 0.3 feet'
Upstream Apron Width, W, = 3 x Do = 6.0 feet
Downstream Apron Width, Wd = Do + La = 13.0 feet
Actual d50 = 1.80 feet ( 1/4 ton Class Riprap)
Actual Riprap Apron Dimensions = 8'x 20'x 20'
1 The best methods for deterimining size of riprap consider the energy of the flow impinging on the riprap,
and thus the risk of destabilizing the riprap blanket. Velocity must be considered together with
quantity to determine actual energy of flow.
riprap apron.xls
9122197
i`
z
I
r
rroper 11illull uc91611 uclJc""u vll °11114111 LG11
water, or both conditions exist. Tailwater condition is the relation between the
elevations of water surfaces in an outlet conduit and a receiving channel. Figure
17.44 illustrates minimum and maximum tailwater conditions for a round pipe
flowing full.
Under minimum tailwater conditions, the water depth of the receiving Chan-
' nel, as calculated by Manning's equation, is less than one -half the discharge pipe
diameter. The energy of the water discharging from the pipe will be dissipated
by spreading on the apron and by turbulence from impact with the riprap of the
apron.
Under maximum tailwater conditions, the water depth of the receiving chan-
nel is greater than one -half the pipe diameter. Energy will be dissipated by tur-
bulence due to impact of the discharge stream with both the receiving tailwater
and the rocks of the riprap apron.
Procedure for Design of Riprap Apron (14)
The following procedure is for the design of a level apron of length and flare such
that the expanding flow (from pipe or conduit to channel) loses sufficient velocity
and energy that it will not erode the downstream channel reach. The design
curves are based on round pipes flowing full. The curves provide the apron size
and the median diameter d5o for the riprap. There are two curves, one for the
minimum tailwater condition (Fig. 7.45) and the other for the maximum tail-
water condition (Fig. 7.46).
The first step in using this procedure is to determine the tailwater condition.
Use Manning's equation, Qask in the receiving channel, and the channel dimen-
sions to solve for cross - sectional area and then depth of flow in the receiving
channel. Compare depth of flow to pipe diameter to determine tailwater condi-
tion. Then enter the appropriate chart with the discharge and the pipe diameter
Round pipe,
diameter D,,
flowing full
Tailwater < 0.5 Do
Tailwater ?0.5D0
Fig. 7.44 Minimum and maximum tailwater conditions. (6, 14)
%IV A SW LS Ctrs =ZJAI )C N
-' Minimum tailwater
' Maximum tailwater
1I3 De
1 T
2 W. - Do + L,
1
- ••..-ui tia�c��uok
,(e
-1.5
-1.4
.1.3
1.2
1.1
1.0 E
0.9
0.8
0.7 '»
0.6 A
0.5
+0.2
0.1
Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum
tailwater conditions. (6, 14)
to find the riprap size and apron length. The apron width at the pipe end should
be 3 times the pipe diameter. Where there is a well- defined channel immediately
downstream from the apron, the width of the downstream end of the apron
should be equal to the width of the channel. Where there is no well- defined chan-
nel immediately downstream from the apron, minimum tailwater conditions
apply and the width of the downstream end of the apron should be equal to the
pipe diameter plus the length of the apron.
EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum
Tailwater Condition
Given: A flow of 6 ft' /sec (0.17 ms /sec) discharges from a 12 -in (30 -cm) pipe onto a 2
percent grassy slope with no defined channel.
Find: The required length, width, and median stone size d5o for a riprap apron.
• •• ••
•• •••
•
•
-1.5
-1.4
.1.3
1.2
1.1
1.0 E
0.9
0.8
0.7 '»
0.6 A
0.5
+0.2
0.1
Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum
tailwater conditions. (6, 14)
to find the riprap size and apron length. The apron width at the pipe end should
be 3 times the pipe diameter. Where there is a well- defined channel immediately
downstream from the apron, the width of the downstream end of the apron
should be equal to the width of the channel. Where there is no well- defined chan-
nel immediately downstream from the apron, minimum tailwater conditions
apply and the width of the downstream end of the apron should be equal to the
pipe diameter plus the length of the apron.
EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum
Tailwater Condition
Given: A flow of 6 ft' /sec (0.17 ms /sec) discharges from a 12 -in (30 -cm) pipe onto a 2
percent grassy slope with no defined channel.
Find: The required length, width, and median stone size d5o for a riprap apron.
� pe
Outlet J T
pipe 5 1 Wa . D. , 0.4 L,
diameter 1 4 t
s�;
Do �, —.1
' 35
tc
30 k� t
io
o\'eQ `0c 90
Q
cq�r 25 0�4 60
�¢
In
70
60
15 sn
/ / Aor�o�Cw°mrn
40 �, p° w '0 u n u u
^p'
30 D —
vi— ��ry^ a —a .a — D
a4,ti a` a
o a a
1
roo�`O
al,7 e
a'
r
0u iuu ZUu 500 1000
Discharge,ft3 /sec
1.0
I 0.9
0.8 E
0.7
0.6
0.5 .�
cl 0.4 A
n 0.3 .S:
0.2 r=
0.1
.1 .2 .3.4.5.6.7.8.91 2 3 4 567810 15 2025
Discharge, m3 /sec
Fig. 7.46 Design of riprap outlet protection from a round pipe flowing full; maximum
tailwater conditions. (6, 14)
Solution: Since the pipe discharges onto a flat.area with no defined channel, a mini-
mum tailwater condition can be assumed.
By Fig. 7.45, the apron length L. and median stone size dso are 10 ft (3 m) and 0.3 ft
(9 cm), respectively. The upstream apron width W„ equals 3 times the pipe diameter D,:
W„ =3XD,
= 3(1 ft) = 3-ft [3(0.3 m) = 0.9 m]
The downstream apron width Wd equals the apron length plus the pipe diameter:
Wd = De + L,
=1ft +loft =lift (0.3 m + 3.0 m = 3.3 m)
Note: When a concentrated flow is discharged onto a slope (as in this example), gul-
lying can occur downhill from the outlet protection. The spreading of concentrated flow
7.68 Erosion and Sediment Control Handbook
.onto a slope has limited applications. It should be done only with very low, non -sedi-
ment- bearing flows and onto well- established vegetation on a relatively flat slope. One
example might be to take the overland flow collected behind a dike above a small-con-
struction site, route this clean runoff around the site, and redistribute it onto a gently
sloping area below the site.
EXAMPLE 7.5 Riprap Outlet Protection Design Calculation
Given: A 45 -acre (18 -ha) naturally vegetated site on a gentle slope. The site drains into
an intermittent stream. The site is to be developed into a subdivision in which grading
and street improvements will have been completed just before the rainy season. Natural
peak drainage to the stream is 20 ft'/sec (0.57 m3 /sec). After development, runoff from
the site will discharge to the stream through a 24 -in (61 -cm) pipe.
The stream has a parabolic shape, a top width of 10 ft (3 m), a depth of 1 ft (0.3 m),
a slope of 2 percent, and a roughness n of 0.045. The stream drains only the 45 -acre (18-
ha) site.
Problem: Design a riprap outlet to protect the streambed.
Solution:
STEP 1. By using Manning's equation, determine the capacity of the stream before
development:
–�
Q= V X A = 1.49 — XRIXS12XA
n
From Appendix B, Table B.2:
A for a parabolic channel =% X d X T
R for a parabolic channel = 2 X d X T2
3T' +8d2
Therefore,
_ 1.49 ( 2(1 ft)[(10 ft)2] ��
Q 0.045 13[(10 ft)2] + 8[(1 ft)2] (0.0212)( %)(1 ft)(10 ft)
(1 2(0.3 m)[(3 m)2)] L3
0.045 �3[(3 m)2] + 8[(0.3 m)'} (0.0212)( %)(0.3 m)(3 m) I
= 33.11[(0.65 ft)731(0.14)(6.67 ft2) {22.22[(0.19 m)2'31(0.14)(0.6 m2))
23.2 ft3 /sec (0.62 M3 /sec)
This flow is the maximum capacity of the stream.
STEP 2. Estimate the peak flow in the stream after development. The stream will receive
more water after development because of greater runoff from the site. By using Table
4.1, we estimate C values for the site before and after development. Let's assume that
_ natural C = 0.3 and postdevelopment C = 0.6. Now
Q= C X i X A
A (watershed area) will remain the same, and i (rainfall intensity) will probably
decrease a little because the time of concentration will likely be shorter after develop-
-J
ment. However, to simplify our calculations, we will assume that both i and A remain
constant. Therefore, the postdevelopment runoff is
0.6 0.6
0.3 (20 ft' /sec) = 40 ft' /sec 10.6 (0.57 m' /sec) = 1.14 m' /sec I
1 1 /
a
This flow will exceed the natural capacity of the stream. It may erode the streambank
and cause flooding problems. .
STEP 3. Determine how to accommodate the postdevelopment flow in a nonerosive man-
ner. There are several ways we could handle the increased flow. We could further divide
the subdivision so that approximately one -half drains into the stream and one-half
De
W (max. TN)
W (min. 7W)
Fig. 7.47 Riprap blanket configuration for outlet protec-
tion; see the reference for design details. (2)
Erosion and jeuu.,em l,omrol Handbook
drains into a storm -drain network discharging into a larger volume of receiving water.
The stream would thus discharge a flow equivalent to predevelopment conditions. Alter-
natively, we could construct on -site retention basins to limit peak site discharge to 20
ft' /sec (0.57 m3 /sec). A poor third alternative is to widen the stream. We choose the first
alternative.
STEP 4. Determine the tailwater condition. Depth of flow TW in the stream under a 20
ft'/sec (0.57 m' /sec) discharge would be slightly less than 1 ft (0.3 m), since at full flow
Q is 22.2 ft' /sec (0.63 m3 /sec) in the 1 -ft (0.3 -m) channel (step 1). Therefore, TW < 1 ft
(0.3 m) < 0.5 pipe diameter, and we have a minimum tailwater condition.
STEP 5. Determine riprap size and apron dimensions. From Fig. 7.45:
d5u = 0.4 ft (0.12 m)
L. = 12ft(3.7m)
STEP 6. Since the stream has a well- defined channel, the downstream apron width
should be the width of the channel. The flare should be 1:2.
Note: If both minimum and maximum tailwater conditions will occur, the riprap
apron should be designed to cover both conditions. Figure 7.47 illustrates how this can
be done.
7.8c Other Types of Energy Dissipators
Figure 7.48 illustrates a wide variety of energy dissipator designs, from a simple
T fitting on a CMP outlet to elaborate stilling basins. If the device is compact, -
it can be used in tight situations where there is not enough space for a riprap
apron. Because these devices tend to be highly visible and permanent, they
should be screened with. landscaping to make them less obtrusive.
Most of the energy dissipators pictured in Fig. 7.48 use blocks or sills to
impose resistance to flow. The Virginia Department of Highways design uses a
single block and sill. The Colorado State University structure uses a row of
blocks and a sill. The USBR Type IV basin, which uses staggered rows of blocks,
is designed for moderate flows. The St. Anthony Falls stilling basin is designed
for small culverts. The impact -type energy dissipator, USBR Type VI, is con-
tained in a box -like structure and requires no tailwater for successful perfor-
mance. The Contra Costa County energy dissipator is designed for small and
medium -size culverts and also functions with no tailwater. A straight drop struc-
ture with blocks and a sill also functions as an energy dissipator.
Of these examples, the Contra Costa energy dissipator is best suited to the
conditions on a construction site. It was developed at the University of Califor-
nia, Berkeley, in conjunction with Contra Costa County, California. The dissi-
pator was developed to meet the following conditions:
L To reestablish natural channel flow conditions downstream from a culvert
outlet
— 2. To be self - cleaning and require minimum maintenance
3. To drain by gravity when not in operation
4. To be easily and economically constructed
5. To be applicable to a wide range of culvert sizes and operating conditions
VI
Addendum Geotechnical Report and Grading Plan Review
Thornton Ranch
for
SHEA HOMES
W.O. 164 -CA
August 12, 1997
EARTH AND
ENVIRONMENTAL
ENGINEERING, INC.
E 3
EARTH AND
GEOTECIINICAL
ENVIRONMENTAL
ENVIRONMENTAL
E3
MATERIALS TESTING
MINERAL ASSESSMENT
ENGINEERING, INC.
ENGINEERING GEOLOGY
August 12, 1997
W.O. 164-CA
SHEA HOMES
2035 Corte del Nogal, Suite 160
Carlsbad, California 92009
Attention: Mr. Russ Haley
Subject: Addendum Geotechnical Report and Grading Plan Review
Thornton Ranch
Encinitas, California
Gentlemen:
Earth and Environmental Engineering, Inc. is pleased to present this Addendum
Geotechnical Report and Grading Plan Review for the Thornton Ranch in Encinitas,
California. This report is to provide comments relative to the proposed grading and
respond to comments made regarding our preliminary report for the site.
The comments and recommendations offered herein are based on the information
provided in our referenced reports, particularly our June 30, 1996 report.
Plan Check Response
The City plan check process identified two areas of concern or comment with respect
to our referenced report.
Existing Sewage Disposal Systems
As discussed in our referenced report, Mr. Robert Thornton indicated six sewage
disposal systems are present on the site. He did not indicate the exact locations of these
systems. However, we presume there is one associated with each plumbed structure.
The three residences, the old office and the two warehouses are the likely areas for
these to be encountered. They are most probably situated on the down slope side on
these structures. It will be necsseary to locate each of these systems and abandon them.
Mr. Thornton indicated these are deep (50+ feet) seepage pit systems presumably with
septic tanks. Septic tanks will need to be removed and the excavations properly
backfilled. Seepage pits would need to be pumped to remove effluent, backfilled with
1045 WNDA VISTA DRIVE • SUITE 108 • SAN MARCOS • 92069 760 -471 -9505 • FAX 760 - 471 -9074
SHEA HOMES August 12, 1997
Thornton Ranch W.O. 164-CA
Addendum Geotechnical Report and Grading Plan Review PAGE 2
appropriate methods (e.g. a lean cement sand slurry), and capped with approximately
ten (10) feet of fill. If leach fields are encountered they should be removed, any debris
properly disposed of and returned to finish grade with fill. Septic systems may result in
the need for slope stabilization due either to saturation or location.
Disposal of Existing Debris
There is a significant amount of buried debris on the site in one area. It was suggested
that some of this material might be used on site rather than removed for off -site
disposal. Our Letters dated September 27, 1996 and October 29, 1996 address these
materials providing specific recommendations for burial of plastic including shredding
and even disburement within fill and chipping of organics to use as surface mulch.
This approach was acceptable to Mr. Allan Archibald.
It is our current understanding that the bulk of the plastic is to be disposed off site so
that no shredding operation will be set up. Given the quantity of plastic on the site
(both buried and on the surface) it should be realized that it will be essentially
impossible to remove all of it from the soil. Some plastic will likely be buried. It is
important that the plastic not be placed in clumps, wads, or loose rolls which might
subsequently compress. Smaller pieces spread out in the fill and occasional, single
large flat pieces would be acceptable. The specific amount considered excessive will be
rather subjective as a guideline approximately 3% by volume should be used as the
maximum. The need for hand labor ( "root pickers ") to remove the plastic will need to
be assessed during grading but should be anticipated.
PROPOSED GRADING
The Grading Plan for the Thornton Property prepared by Hunsaker & Associates,
indicates that site development will include 86 single family residential lots with
necessary access roadways and 3.8 acres of open space. Site access is to be from Via
Canterbria Street using a new roadway near the northeast property corner. Additionally,
an emergency access road will be provide to the west. The grading is conceptually the
same as that addressed in our prelimary report.
The plan indicates that cuts and fill would be less than 25 feet deep. Deeper fill areas
would result from removals. The deepest fill will likely be in the area of Lot 63 where
fill depth would be on the order of 50 to 60 feet with removals.
E3
SHEA HOMES August 12, 1997
Thornton Ranch W.O. 164 -CA
Addendum Geotechnical Report and Grading Plan Review PAGE 3
All graded slopes are planned at gradients of 2:1 (horizontal to vertical) or flatter. At
this time the major slopes range up to approximately 40 feet high. The lower portions
of most major slopes will be in cut with fill comprising the upper portions.
CONCLUSIONS AND RECOMMENDATIONS
Development of the site as planned appears feasible from a geotechnical viewpoint. No
conditions on the site are considered to present major or particularly unusual concerns
to development. The recommendations offered herein and in our referenced reports
should be incorporated into the final design and construction phases of development.
It should be realized that these recommendations assume proper construction
techniques and procedures are used to ensure their implementation. If any contractor
feels that a given recommendation cannot be reasonably implemented, it should be
brought to the attention of this firm and the developer prior to the start of construction
and preferably during the bidding process.
Plan Review and Consultation
As they become available, final site development and foundation plans should be
submitted to this office for review and comment. This review is intended to minimize
any misunderstandings between the plans and recommendations presented herein. We
can also provide consultation regarding construction procedures as plans are developed.
In addition, earthwork construction performed on the site should be observed and tested
by this office. If conditions are found to differ substantially from those stated,
appropriate recommendations would be offered at that time.
Special Earthwork Considerations
There does not appear at this time to be any condition on the site which would be
considered unusual for sites in this general area and history. Geotechnical conditions
should be readily addressed with standard procedures with the possible exception of the
high organic content in some of the surface soils.
The need for 95% relative compaction in deeper fill should be assessed based on fill
depth. In the event that fill is in excess of 50 feet deep (due to removals) the lowermost
E3
SHEA HOMES August 12, 1997
Thornton Ranch W.O. 164-CA
Addendum Geotechnical Report and Grading Plan Review PAGE 4
portion of the fill, that which will exceed 50 feet, should be compacted to 95 percent
relative compaction.
Retaining Walls
The grading plan includes some retaining devices. Recommendations for conventional
retaining walls were provided in our June 30, 1996 report. Two Loffel Walls are
included in the design. Both are along "A" Street near the entrance to the project. The
walls have been designed by John A. Sayers and Associates, as indicated in their report
entitled " Loffel Wall Structural Design, Thornton Ranch, Encinitas, California" , dated
June 11, 1997.
The temporary backcuts for these walls will require backcuts 10 to 16 feet behind the
face of the wall. Backcuts should be excavated both for safety considerations and to
allow adequate space to properly construct the wall and the backfill.
In order to accomplish construction of Type A Wall, a '/� to 1 backcut will be needed to
accommodate the grid lengths of about 15 to 16 feet. The cut would be approximately
30 feet in height. This will result in a cut over fill condition on the slope with a sliver
fill. This configuration would be difficult to construct, be considered as marginally
stable and may pose long term erosion/maintainence concerns. As such, it is
recommended that the slope, both below elevation 360 and the terrace (trail) be
stabilized. A 1 to 1 backcut should be possible. Continuous back drains should be
placed along the bedrock -fill contact at bottom of the fill (elevation —324) and at
elevation —340. This is depicted in Figure 1 below.
E'
FIGURE 1 — DIAGRAM OF LOFFEL WALL EXCAVATION
TRAIUBENCH
MINIMUM '' /::1
RECOMMENDED 1:1
BACKCUT
BACKCUT
RECOMMENDED
BACKDRAINS
LOFFEL WALL
•
GEOGRID
E'
SHEA HOMES August 12, 1997
Thornton Ranch W.O. 164 -CA
Addendum Geotechnical Report and Grading Plan Review PAGE 6
The opportunity to be of service is greatly appreciated. If you have any questions
concerning this report or if we may be of further assistance, please do not hesitate to
contact either of the undersigned. A,
Respectfully Submitted,
Earth and Environmental
Geologist
Byron W. Anderson, RCE 26820
Project Engineer
Enc: Reference List
xc: (6) Addressee
(2) Hunsaker
(2) City of Encinitas
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SHEA HOMES August 12, 1997
Thornton Ranch W.O. 164 -CA
Addendum Geotechnical Report and Grading Plan Review PAGE 5
The Type B Wall would have approximately an 18 feet high, %: to 1 backcut to obtain
sufficient width for the geogrid. This will result in both the temporary cut removing the
entire slope above the wall. A 1 to 1 backcut could be used to increase temporary
stability. It appears that the temporary cut can be limited to the area of proposed offsite
grading. A continuous back drain should be placed along the bedrock -fill contact at
bottom of the fill (elevation —330)
We suggest that the specific scope of grading for the wall contractor and grading
contractor be determined prior to construction in these areas.
Earthwork Construction
Earthwork Construction should be performed in accordance with the requirements of
the City of Encinitas, the Uniform Building Code, and the Grading Guidelines
presented in our June 30, 1996 report.
LIMITATIONS
The materials observed on the project site appear to be representative of the area;
however, soil and bedrock materials vary in character between excavations and natural
outcrops or conditions exposed during site construction. Site conditions may vary due
to seasonal changes or other factors. Earth and Environmental Engineering, Inc.
assumes no responsibility or liability for work, testing or recommendations performed
or provided by others.
Since our recommendations are based the site conditions observed and encountered, and
laboratory testing, our conclusion and recommendations are professional opinions
which are limited to the extent of the available data. Observation during construction
are important to allow for any change in recommendations found to be warranted. These
opinions have been derived in accordance with current standards of practice and no
warranty is expressed or implied. Standards of practice are subject to change with time.
E3
Reference List
Preliminary Geotechnical Studies, Thornton Nursery Site, Encinitas, California ",
Dated July 29, 1996 by Earth and Environmental Engineering, Inc.(W.O. 127 -CA)
2. Southwest fill area, Thornton Site, by Earth and Environmental Engineering, Inc.
dated September 16, 1996 (W.O. 127 -CA)
3. "Proposed Use of Buried Materials, Thornton Nursery Site, Encinitas, California ", by
Earth and Environmental Engineering, Inc. dated September 27, 1996, (W.O. 127 -CA)
4. Letter regarding use of to Mr. Alan Archibald, P.E., Director of Engineering Services, City
of Encinitas, by Earth and Environmental Engineering, Inc. dated October 29, 1996
(W.O. 127 -CA)
E3
Report of Initial Geotechnical Studies
Thornton Nursery Site
Encinitas, California
for
BARRATT AMERICAN
January 31, 1996
EARTH AND
ENVIRONMENTAL
ENGINEERING, INC.
E 3
.1NM:I-10:
ENVIRONMENTAL
ENGINEERING, INC.
BARRATT AMERICAN
2035 Corte del Nogal, Suite 160
Carlsbad, California 92009
Attention: Mr. Dave Jacinto
E 3
Subject: Report of initial Geotechnical Studies
Thornton Nursery Site
Encinitas, California
Gentlemen:
GEO1ECHNICAL
ENVIRONMENTAL
MATERIALS TESTING
MINERAL ASSESSMENT
ENGMZIUNG GEOLA)GY
January 31, 1996
W.O. 127 -CA
As requested, Earth and Environmental Engineering, Inc. is performing a geotechnical
evaluation of the Thornton Property in Encinitas, California. The purpose of this report is to
provide initial information regarding the conditions encountered and comment pertinent to the
site development as currently proposed.
A complete geotechnical report will be issued upon completion of our studies. This report is
intended to present our current assessment of the site and site conditions. The comments made
herein are preliminary in nature and may be subject to modification as additional data is
developed.
Site Description
The approximately 40 acre site has been used as a nursery since the 1950's. Current access to
the site is via Zona Gale Road from Via Canterbria Street. Access within the site is via a system
of both dirt and paved roads. It appears that site grading has been rather minimal to date. There
numerous greenhouses on the site of various types of construction ranging from light steel frame
with hard plastic or fiberglass panels to lumber with "visqueen" panels. In addition to the
greenhouses, there are several permanent structures, including three residences and an office
building. The areas covered by the greenhouses have been graded with minor cuts and fills
apparently limited to approximately two feet deep. Some locally deeper areas are present.
Elevations range from 258 feet msl in a drainage near the southwest comer of the site to about
386 feet msl near the southeast comer of the site. Rather steep bluff areas are present in the
westem and northeast portions of the parcel. Other than the bluffs, site topography is rather
gentle throughout most of the site with natural gradients mostly flatter than 10 to 1. Areas of
grading such as around some of the existing structures has modified these gradients.
1045 LINDA VISTA DRIVE . SUITE 108 . SAN MARCOS, CALIFORNIA .92069 619 -471 -9505 . FAX 619- 471 -9074
BARRATT AMERICAN
Geotechnical Review
Thornton Property
Proposed Development
January 31, 1996
W.O. 127 -CA
Page 2
Based on the Conceptual Plan- Thomton Property prepared by Dudek & Associates, site
development will include 86 single family residential lots with necessary access roadways and
3.8 acres of open space. Site access is to be from Via Canterbria Street via a new roadway near
the northeast property corner. Additionally, an emergency access road will be provide to the
west
The plan indicates that cuts and fill would be less than 25 feet deep. Deeper fill areas would
result from removals. All graded slopes are planned at gradients of 2:1 (horizontal to vertical) or
flatter. At this time the major slopes range up to approximately 40 feet high and will be mostly
cuts in the lower portions with fill comprising the upper portions.
The existing bluffs will largely be preserved leaving these as the both the highest and steepest
permanent slopes on the site.
Earth Materials
Earth materials on the site consist of man made fills, topsoil, minor amounts of alluvium, and
formational deposits considered to be both marine terrace deposits and Torrey Sandstone.
Existing fills:
Numerous fills are present on the site these are generally less than two (2) feet thick. They are
similar in composition to the source materials. The majority of the fill is silty sand with varying
organic contents resulting form the long term site use.
Deeper fills are present in several areas. The three existing residences and associated areas are
apparently constructed in part on fills. These have not been specifically explored but appear to
be up to ten (10) feet deep.
The largest known fill on the site is located beneath the southwestem most greenhouse. Mr.
Robert Thornton indicated that a small canyon was filled over the years with agricultural waste
(mulch, dead plants, etc.) and miscellanous other debris. This fill is to be explored in
conjunction with future site exploration. Efforts will be made to define the approximate vertical
and horizontal limits of the fill area. As described, it is unlikely this material will be suitable for
fill. It may be possible to use some of this material as mulch and spread it in open space or
larger landscape areas (e.g. graded slopes). However, this potential can not be addressed until
the specific composition of the material is known.
Topsoil:
A variable mantle of topsoil blankets much of the site. In certain areas it is difficult to
distinguish between this soil and the fills. These soils can also be gradational with the weathered
E3
BARRATT AMERICAN January 31, 1996
Geotechnical Review W.O. 127 -CA
Thornton Property Page 3
underlying formational deposits. Removal of all topsoil in structural areas should be
anticipated.
Alluvium:
Alluvial deposit on site appear to be limited to the gullies and swale areas. THese deposits have
not been encountered in test excavations thus far. Deposits of this nature are usually soft and
compressible. For the most part construction would not occur in these areas so that these will not
impact site development.
Formational Deposits:
The bedrock materials on site consist apparently of both Quaternary Terrace Deposits And
Torrey Sandstone.
TheTerrace Deposit Are typically redbrown silty sand which are reasonably dense and
considered to be moderatly erodable. Except in weathered zones they are considered suitable for
structural support.
The Torrey Sandstone consists of tan to light brown, slightly silty to silty fine to medium
grained sandstones. This unit is generall friable and moderately erodable. Typically weakly
bedded or massive the bedding orientation is rather flat lying.
Seismicity
The site is in a seismicaly active region. The site is not within an Alquist Priolo Special Study
Zone. There are no known active or potentially active faults within the immediate proximity of
the site. The Rose Canyon Fault about six (6) miles southwest of the site, is the closest fault to
the site which is considered to be active. It represents the highest potential risk to generate
ground shaking on the site. The maximum credible ground accelerations from a 7.0 magnitude
event on the Rose Canyon would be approximately 0.248 while the maximum credible event of
6.0 magnitude would produce accelerations of approximately 0.15g. The acceleration would be
no greater than for other nearby properties. Seismically resistant structural design in accordance
with local building ordinances should be followed during the design of al structures.
Water
Surface water:
Surface water on the site is largely limited to incident precipitation and irrigation. Some limited
runoff from the site to to north and also from off site at the southeast comer of the site may
occur. Drainage via sheet flow and channels is larger control by the past site development.
Overall drainage is from east to west.
E3
BARRATT AMERICAN
Geotechnical Review
Thornton Property
January 31, 1996
W.O. 127 -CA
Page 4
Groundwater:
There is no evidence that a natural groundwater condition is present on the site which would
impact site development. The actual groundwater table is likely in excess of 100 feet below the
ground surface. Minor perched conditions may occur particlarly as the result of irrigation.
Recommendations
Site Clearing & Demolition
All structures would be razed and the foundations removed. Debris from the demolition should
be properly disposed of offsite. Concrete from the foundations and other non deleterious
materials may be buried in deeper fill areas provided the fragments are appropriately sized and
care is taken during placement.
Larger stands of trees are present, where they fall in graded areas. removal will be necessary.
Heavy root zones may be present necessitating offsite disposal of organics.
Organic content of existing surface soil may be fairly high locally due the long term site use.
Testing to date has indicated the the organic content is less than three (3) percent and as such
acceptable for fill without unusual concerns. Offsite disposal or mixing of the upper six inches
of soil with other material may be warranted to decrease organic content in some areas. Organic
rich soil may be found within the greenhouses. Grading can probably be planned to
accommodate this with minimal cost.
Mr. Thornton indicated six sewage disposal systems are present. These are deep (50+ feet)
seepage pit systems presumably with septic tanks. Septic tanks will need to be removed and the
excavations properly backfilled. Seepage pits would need to be pumped to remove effluent,
backfilled with appropriate methods (e.g. a lean cement sand slurry), and capped with
approximately ten (10) feet of fill. If leach fields are encountered they should be removed, any
debris properly disposed of and returned to finish grade with fill.
Removals & Corrective Grading
The natural soil mantle appears fairly thin, perhaps less than four feet. Some areas of exposed
bedrock were observed and other areas are likely have less than two feet of soil. All loose and
compressible materials should be removed and recompacted in areas to recieve fill or in
structural areas. We feel it likely that removals will range from three (3) to six (6) foot average.
Slopes
Typically, cut and fill slopes to the heights proposed constructed and in, or of, the types of
materials encountered on site are found to have acceptable factors of safety. Cut slopes in Torrey
Sandstone are usually not found to need stabilization. However, slopes in old fill, in close
proximity to sewage systems or if adverse geologic conditions are encountered, could require
corrective work. These will be addressed as additional information is collected and during the
E3
BARRATT AMERICAN
Geotechnical Review
Thornton Property
construction of the project.
January 31, 19%
W.O. 127-CA
Page 5
Steep natural slope are present in some areas and are to remain inn the western area of the site.
These will need to be specifically reviewed for stability. Some structural setbacks may be
warranted these areas should be specifically reviewed. The maximum set back will be based on a
2:1 projection from the toe of the slope, as shown below.
EXISTING
NATURAL
SLOPE
t
POTENTIAL
SET BACK
2
Special Earthwork Considerations
There does not apear at this time to be any condition on the site which would be considered
unusual for sites in this general area and history. Geotechnical conditions should be readily
addressed with standard procedures.
Foundation Design and Construction
Specific foundation design and construction parameters can be provided at the appropriate time.
It appears the majority of on site soils will be low to medium expansive. While not anticipated
highly expansive soils could be encountered. If so selective grading should be considered to
place the expansive soil in deeper fill areas.
Earthwork Construction
Earthwork Construction should be performed in accordance with the requirements of the City of
Encinitas, the Uniform Building Code, and the grading Guidelines attached.
Plan Review
Final site development and foundation plans should be submitted to this office for review and
comment, as the plans become available, for the purpose of minimizing any misunderstandings
between the plans and recommendations presented herein. In addition, foundation excavations
and any additional earthwork construction performed on the site should be observed and tested
by this office. If conditions are found to differ substantially from those stated, appropriate
recommendations would be offered at that time.
E3
BARRATT AMERICAN
Geotechnical Review
Thornton Property
LIMITATIONS
January 31,19%
W.O. 127 -CA
Page 6
The materials observed on the project site appear to be representative of the area; however, soil
and bedrock materials vary in character between excavations and natural outcrops or condition
exposed during site construction. Site conditions may vary due to seasonal changes or other
factors. Earth and Environmental Engineering, Inc. assumes no responsibility or liability for
work, testing or recommendations performed or provided by others.
Since our recommendations are based our on going studies observations, our conclusion and
recommendations are professional opinions which are limited to the extent of the available data.
Observation during construction are important to allow for any change in recommendations
found to be warranted. These opinions have been derived in accordance with current standards of
practice and no warranty is expressed or implied. Standards of practice are subject to change
with time.
The opportunity to be of service is greatly appreciated. If you have any questions concerning
this report or if we may be of further assistance, please do not hesitate to contact either of the
undersigned.
Respectfully submitted,
Earth and Environmental Engineering, Inc.
Very Truly Yours,
Earth and Environmental Engineering, I
Timothy E. etc fe, CEG 42
Principal Geologist
Enclosures: Appendix I - Grading Guidelines
xc: (1) Addressee
(3) Dudek
E3
GRADING GUIDELINES
Guidelines presented herein are intended to address general construction procedures for
earthwork construction. Specific situations and conditions often arise which cannot reasonably be
discussed in general guidelines, when anticipated these are discussed in the text of the report.
Often unanticipated conditions are encountered which may necessitate modification or changes to
these guidelines. It is our hope that these will assist the contractor to more efficiently complete the
project by providing a reasonable understanding of the procedures that would be expected during
earthwork and the testing and observation used to evaluate those procedures.
General
Grading should be performed to at least the minimum requirements of governing agencies,
Chapter 70 of the Uniform Building Code and the guidelines presented below.
Preconstruction Meeting
A preconstruction meeting should be held prior to site earthwork. Any questions the contractor has
regarding our recommendations. general site conditions, apparent discrepancies between
reported and actual conditions and/or differences in procedures the contractor intends to use
should be brought up at that meeting. The contractor (including the main onsite representative)
should review our report and these guidelines in advance of the meeting. Any comments the
contractor may have regarding these guidelines should be brought up at that meeting.
Site Clearing
1. All vegetation, and other deleterious materials should be removed from the site. If material is
not immediately removed from the site it should be stockpiled in a designated area(s) well
outside of all current work areas and delineated with flagging or other means. Site clearing
should be performed in advance of any grading in a specific area.
2. Efforts should be made by the contractor to remove all organic or other deleterious material
from the fill. This is especially important when grading is occurring near the natural grade. All
equipment operators should be aware of these efforts. Laborers may be require as root
pickers. Even the most diligent efforts may result in the incorporation of some materials.
3. Nonorganic debris or concrete may be placed in deeper fill areas under direction of the Soils
Engineer.
Treatment of Existing Ground
1. Following site clearing, all surficial deposits of alluvium and colluvium as well as weathered or
creep effected bedrock, should be removed (see Plates G -1, G -2 and G -3) unless otherwise
specifically indicated in the text of this report.
2. In some cases, removal may be recommended to a specified depth (e.g. flat sites where
partial alluvial removals may be sufficient) the contractor should not exceed these depths
unless directed otherwise by our representative.
3. Groundwater existing in alluvial areas may make excavation difficult. Deeper removals than
indicated in the text of the report may be necessary due to saturation during winter months.
4. Subsequent to removals, the natural ground should be processed to a depth of six inches,
moistened to near optimum moisture conditions and compacted to fill standards.
Subdrainage
1 Subdrainage systems should be provided in canyon bottoms prior to placing fill, and behind
buttress and stabilization fills and in other areas indicated in the report. Subdrains should
conform to schematic diagrams G -1 and G-4, and be acceptable to the Soils Engineer.
2. For canyon subdrains, runs less than 500 feet may use six inch pipe. Typically, runs in excess
of 500 feet should have the lower end as eight inch minimum.
3. Filter material should be clean, 1/2 to 1 inch gravel wrapped in a suitable filter fabric. Class 2
permeable filter material per California Department of Transportation Standards tested by the
Soils Engineer to verify its suitability, may be used without filter fabric. A sample of the
material should be provided to the Soils Engineer by the contractor at least two working days
before it is delivered to the site. The filter should be clean with a wide range of sizes.
4. Approximate delineation of anticipated subdrain locations may be offered at 40 scale plan
review stage. During grading, this office would evaluate the necessity of placing additional
drains.
5. All Subdrainage systems should be observed by the Engineering Geologist and /or Soils
Engineer during construction and prior to covering with compacted fill.
6. Subdrains should outlet into stormdrains where possible. Outlets should be located and
protected.
7. Consideration should be given to having subdrains located by the project surveyors.
Fill Placement
1. All site soil and bedrock may be reused for compacted fill; however, some special processing
or handling may be required (see report).
2. Material used in the compacting process should be evenly spread, moisture conditioned,
processed, and compacted in thin lifts not to exceed six inches in compacted thickness to
obtain a uniformly dense layer. The fill should be placed and compacted on a nearly
horizontal plane, unless otherwise found acceptable by the Soils Engineer.
3. If the moisture content or relative density varies from that acceptable to the Soils Engineer, the
Contractor should rework the fill until it is in accordance with the following:
a) Moisture content of the fill should be at or above optimum moisture. Moisture should be
evenly distributed without wet and dry pockets. Pre- watering of cut or removal areas
should be considered in addition to watering during fill placement, particularly in clay or dry
surficial soils. The ability of the contractor to obtain the proper moisture content will control
production rates.
b) Each six inch layer should be compacted to at least 90 percent of the maximum density in
compliance with the testing method specified by the controlling governmental agency. In
most cases, the testing method is ASTM Test Designation D -1557.
5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided:
a) They are not placed in concentrated pockets;
b) There is a sufficient percentage of fine- grained material to surround the rocks;
c) The distribution of the rocks is observed by and acceptable to our representative.
6. Rocks exceeding eight (8) inches in diameter should be taken off site, broken into smaller
GRADING GUIDELINES PAGE
fragments, or placed in accordance with recommendations of the Soils Engineer in areas
designated suitable for rock disposal (See Plate G-4).
7. In clay soil large chunks or blocks are common, if in excess of eight (S) inches minimum
dimension then they are considered as oversized. Sheepsfoot compactors or other suitable
methods should be used to break up blocks.
Slope Construction
1. The Contractor should obtain a minimum relative compaction of 90 percent out to the finished
slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting
back to the compacted core, or by direct compaction of the slope face with suitable
equipment.
2. Slopes trimmed to the compacted core should be overbuilt by at least three (3) feet with
compaction efforts out to the edge of the false slope. Failure to properly compact the outer
edge results in trimming not exposing the compacted core and additional compaction after
trimming may be necessary.
3. If fill slopes are built "at grade" using direct compaction methods then the slope construction
should be performed so that a constant gradient is maintained throughout construction. Soil
should not be "spilled" over the slope face nor should slopes be "pushed out' to obtain grades.
Compaction equipment should compact each lift along the immediate top of slope. Slopes
should be back rolled or otherwise compacted at approximately every 4 feet vertically as the
slope is built.
4. Corners and bends in slopes should have special attention during construction as these are
the most difficult areas to obtain proper compaction.
6. Cut slopes should be cut to the finished surface, excessive undercutting and smoothing of the
face with fill may necessitate stabilization.
Keyways, Buttress and Stabilization Fills
Keyway are needed to provide support for fill slope and various corrective procedures.
1. Side -hill fills should have an equipment -width key at their toe excavated through all surficial
soil and into competent material and tilted back into the hill (Plates G -2. G -3). As the fill is
elevated, it should be benched through surficial soil and slopewash, and into competent
bedrock or other material deemed suitable by the Soils Engineer (See Plates G -1, G -2, and G-
3).
5. Fill over cut slopes should be constructed in the following manner:
a) All surficial soils and weathered rock materials should be removed at the cut -fill interface.
b) A key at least one (1) equipment width wide (or as needed for compaction) and tipped at
least one (1) foot into slope should be excavated into competent materials and observed
by the soils engineer or his representative.
c) The cut portion of the slope should be excavated prior to fill placement to evaluate if
stabilization is necessary, the contractor should be responsible for any additional
earthwork created by placing fill prior to cut excavation.
See Plate G -5 for schematic details.
1 Daylight cut lots above descending natural slopes may require removal and replacement of
the outer portion of the lot. A schematic diagram for this condition is presented on Plate G -4.
GRADING GUIDELINES PAGE
3. A basal key is needed for fill slopes extending over natural slopes. A schematic diagram for
this condition is presented on Plate G-4.
4. All fill slopes should be provided with a key unless within the body of a larger overall fill mass.
Please refer to Plate G -5, for specific guidelines.
Anticipated buttress and stabilization fills are discussed in the text of the report. The need to
stabilize other proposed cut slopes will be evaluated during construction.
1. All backcuts should be excavated at gradients of 1:1 or flatter. The backcut configuration
should be determined based on the design, exposed conditions and need to maintain a
minimum fill width and provide working room for the equipment.
2. On longer slopes backcuts and keyways should be excavated in maximum 250 feet long
segment. The specific configurations will be determined during construction.
3. All keys should be a minimum of two (2) feet deep at the toe and slope toward the heel at
least one foot or two (2 %) percent whichever is greater.
4. Subdrains are to be placed for all slopes exceeding 10 feet in height. Lower slopes are subject
to review, drains may be required. Guidelines for subdrains are presented on Plate G -5.
5. Benching of backcuts during fill placement is required.
6. Slope construction guidelines are presented above.
Lot Capping
1. When practical, the upper three (3) feet of material placed below finish grade should be
comprised of the least expansive material available. Preferably, highly and very highly
expansive materials should not be used. We will attempt to offer advise based on visual
evaluations of the materials during grading, but it must be realized that laboratory testing is
needed to evaluate the expansive potential of soil. Minimally, this testing takes two (2) to four
(4) days to complete.
2. Transition lots (cut and fill) both per plan and those created by remedial grading (e.g. lots
above stabilization fills, along daylight line above natural slope, etc.) should be capped with a
three foot thick compacted fill blanket.
3. Cut pads should be observed by the Engineering Geologist to evaluate the need for
overexcavation and replacement with fill. This may be necessary to reduce water infiltration
into highly fractured bedrock or other permeable zones, and/or due to differing expansive
potential of materials beneath a structure. The overexcavation should be at least three feet.
Deeper overexcavation may be recommended in some cases.
4. Exploratory back hoe or dozer trenches still remaining after site removal should be excavated
and filled with compacted fill if they can be located.
GRADING GUIDELINES PAGE
Grading Observation and Testing
1. Observation of the fill placement should be provided by our representative during grading.
Verbal communication during the course of each day will be used to inform the contractor of
test results. The Contractor should receive a copy of the "Daily Field Report" indicating results
of field density tests that day. If our field representative does not provide the contractor with
these reports, our office should be notified.
2. Testing and observation procedures are, by their nature, specific to the work or area observed
and location of the tests taken, variability may occur in other locations. The contractor is
responsible for the uniformity of the grading operations, our observations and test results are
intended to evaluate the contractor's overall level of efforts during grading.
3. Cleanouts, processed ground to receive fill, key excavations, subdrains and rock disposal
should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's
responsibility to notify the Soils Engineer when such areas are ready for observation.
4. Density tests may be made on the surface material to receive fill, as required by the Soils
Engineer.
5. In general, density tests would be made at maximum intervals of two feet of fill height or every
1,000 cubic yards of fill placed. Criteria will vary depending on soil conditions and size of the
fill. More frequent testing may be performed. In any case, an adequate number of field density
tests should be made to evaluate the required compaction and moisture content is generally
being obtained.
6. Laboratory testing to support field test procedures will be performed as found warranted based
on conditions encountered (e.g. change of material sources, types, etc.)
7. Procedures for testing of fill slopes are as follows:
a. Density tests should be taken periodically during grading on the flat surface of the fill three
to five feet horizontally from the face of the slope.
b. If a method other than over building and cutting back to the compacted core is to be
employed, slope compaction testing during construction should include testing the outer six
inches to three feet in the slope face to determine if the required compaction is being
achieved.
8. Finish grade testing of slopes and pad surfaces should be performed after construction is
complete.
GRADING GUIDELINES PAGE
Utility Trench Construction and Backfill
Utility trench excavation and backfill is the contractors responsibility. The geotechnical consultant
typically provides periodic observation and testing of these operations. While, efforts are made to
make sufficient observations and tests to verify that the contractors' methods and procedures are
adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As
such, it is critical that the contractor use consistent backfill procedures.
Compaction methods vary for trench compaction and experience indicates that many method can be
successful. Procedures that "worked" on previous projects may or may not prove effective on a given
site. The contractor(s) should outline the procedures proposed, so that we may discuss them prior to
construction. We will offer comments based on our knowledge of site conditions and experience.
1. Trenches for all utilities should be excavated in accordance with CAL -OSHA and any other
applicable safety standards. Safe conditions will be required to enable compaction testing of the
trench backfill.
2. All utility trench backfill in slopes, structural areas, in streets and beneath all flat work or hardscape
should be brought to near optimum moisture and compacted to at least 90 percent of the
laboratory standard. Neither flooding nor jetting is recommended for native soils.
3. Care should be taken not to place soils at high moisture content within the upper three feet of the
trench backfill in street areas, as overly wet soils may impact subgrade preparation.
Flooding or jetting may be used with select sand having a Sand Equivalent (S.E.) of 30 or higher in
shallow (12+ inches) under slab interior trenches. The water should be allowed to dissipate prio
to pouring slabs.
4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending
below a 1:1 projection from the outside bottom edge of a footing, unless it is similar to the
surrounding soil.
GRADING GUIDELINES PAGE
JOB SAFETY
General:
Job done safety is a primary concern. The following summaries our safety considerations for use by
all employees on multi - employer construction sites. On ground personnel are at highest risk of
injury and possible fatality on grading construction projects. The company recognizes that
construction activities will vary on each site and that job site safety is the contractor's
responsibility. However, it is, imperative that all personnel be safety conscious to avoid accidents
and potential injury.
In an effort to minimize risks associated with geotechnical testing and observation, the following
precautions are to be implemented for the safety of our field personnel on grading and
construction projects.
1. Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled
safety meetings.
2. Safety Vests: Safety vests are provided for and are to be worn by our personnel while on the job
site.
3. Safety Flags: Safety flags are provided to our field technician; one is to be affixed to the vehicle
when on site, the other is to be placed atop the spoil pile on all test pits.
In the event that the contractor's representative observes any of our personnel not following the
above, we request that it be brought to the attention of our office.
Test Pits Location, Orientation and Clearance:
The technician is responsible for selecting test pit locations. The primary concern is the technician's
safety. However, it is necessary to take sufficient tests at various location to obtain a
representative sampling of the fill. As such, efforts will be made to coordinate locations with the
grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade
checker, etc.), and to select locations following or behind the established traffic pattern,
preferable outside of current traffic. The contractors authorized representative should direct
excavation of the pit and safety during the test period. Again, safety is the paramount concern.
Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The
technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates
that the fill be maintained in a drivable condition. Alternatively, the contractor may opt to park a
piece of equipment in front of test pits, particularly in small fill areas or those with limited access.
A zone of non - encroachment should be established for all test pits Isee Plate GS -7). No grading
equipment should enter this zone during the test procedure. The zone should extend
approximately 50 feet outward from the center of the test pit. This zone is established both for
safety and to avoid excessive ground vibration which typically decreases test results.
When taking slope tests, the technician should park their vehicle directly above or below the test
location on the slope. The contractor's representative should effectively keep all equipment at a
safe operation distance (e.g. 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible following
testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible
location.
In the event that the technician's safety is jeopardized or compromised as a result of the contractor's
failure to comply with any of the above, the technician is directed to inform both the developer's
and contractor's representatives. If the condition is not rectified, the technician is required, by
company policy, to immediately withdraw and notify their supervisor. The grading contractors
representative will then be contacted in an effort to effect a solution. No further testing will be
performed until the situation is rectified. Any fill placed in the interim can be considered
GRADING GUIDELINES PAGE
unacceptable and subject to reprocessing, recompaction or removal.
In the event that the soil technician does not comply with the above or other established safety
guidelines, we request that the contractor brings this to technicians attention and notify our the
project manager or office. Effective communication and coordination between the contractors'
representative and the field technician(s) is strongly encouraged in order to implement the above
safety program and safety in general.
The safety procedures outlined above should be discussed at the contractor's safety meetings. This
will serve to inform and remind equipment operators of these safety procedures particularly the
zone of non - encroachment.
Trench Safety:
It is the contractor's responsibility to provide safe access into trenches where compaction testing is
needed.
Our personnel are directed not to enter any excavation which
1) is 5 feet or deeper unless shored or laid back,
2) displays any evidence of instability, has any loose rock or other debris which could fall into the
trench, or
3) displays any other evidence of any unsafe conditions regardless of depth.
All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid
back.
Trench access should be provided in accordance with OSHA standards. Our personnel are directed
not to enter any trench by being lowered or "riding down" on the equipment.
If the contractor fails to provide safe access to trenches for compaction testing, our company policy
requires that the soil technician withdraw and notify their supervisor. The contractors
representative will then be contacted in an effort to effect a solution. All backfill not tested due
to safety concerns or other reasons could be subject to reprocessing and /or removal.
GRADING GUIDELINES PAGE
DRAINAGE STUDY
THORNTON PROPERTY
January 20, 1996
Prepared for: Barratt American, Inc.
2035 Corte Del Nogal
Carlsbad, CA 92009
(619) 431 -0800
Prepared by: Dudek and Associates, Inc.
605 Third Street
Encinitas, CA 92924
(619) 942 -5147 �oQ(LpFESSIp,�91
W ¢T No. 048670 z m
Exp. 06-30-96
C! V1
and L. Martin, RCE 48670 9rF OF V..AL \E���
TABLE OF CONTENTS
3. Introduction
4. Existing Conditions
5. Proposed Project
8. Proposed Offsite Improvements
9. Conclusions
' 0031490
A. Existing Conditions, 100 year storm
B. Onsite Hydrology -- Proposed Development, 100 year storm
C. Offsite Hydrology, without offsite improvements, 100 year storm
D. Rosebay Drive Capacity Analysis
E. Hydrology and Hydraulics, 10 year storm
F. Existing Capacity at Fraxinella Bulb
G. Revised Offsite Hydrology, with offsite improvements, 100 year storm
H. Revised Hydraulics for 30 ": CMP at Fraxinella Bulb, with offsite improvements
I. Revised Mite Hydrology and Hydraulics, with offsite improvements, 10 year storm
2
INTRODUCTION
This study has been prepared for Barratt American, Inc. in conjunction with the proposed
development of the Thornton property, in the City of Encinitas. The purpose of this study
is to quantify drainage runoff from the property, evaluate the impact of any changes, and
to propose improvements as necessary to mitigate adverse impacts. This report includes
an analysis of the existing drainage sub areas, as well as preliminary drainage design
recommendations for onsite and offsite improvements.
3
EXISTING CONDITIONS
This 40 acre site is located west of Via Cantebria, southerly, and directly adjacent to the
Encinitas Ranch Specific Plan. Existing land use is agriculture, with greenhouses and
other private improvements currently onsite in support of the nursery operation. Three
personal residences are also onsite. All but 2.8 acres of the site drain to the West,
together with a 2.9 acre offsite area on the east side of the property. Concentrated
drainage from the site discharges over the southerly and westerly boundaries. The
discharge point to the South is at a private rural residence. The three discharges to the
West are into the Pacific Serena project.
The Pacific Serena Tract was improved in the early 1970's. Project improvements
included a public storm drain system extending from Encinitas Blvd. to serve the tract.
The mainline is located on Rosebay Drive, predominantly under the easterly sidewalk.
With the exception of the last reach of pipe, the mainline is Corrugated Metal Pipe (CMP).
Small diameter service laterals are typically 18 inch Reinforced Concrete Pipe (RCP). The
Pacific Serena project did not provide adequate connection points for drainage from the
Thornton property. Historically, adjacent properties have been adversely impacted by
sedimentation from Thornton after large storm events.
South Basin: The south basin collects runoff from approximately eight acres of the site.
The Drainage discharges at the southern boundary across private improvements.
These flows continue southerly until picked up by the storm drain system installed on
Encinitas Boulevard.
Southwest Basin: The southwest basin originally discharged through a lined ditch on the
side of the home at 207 Fraxinella Street. The ditch carried drainage to the back of
the upstream inlet on Fraxinella. A six foot long, 18 inch RCP stub at the back of the
inlet collected the drainage there. The ditch has been replaced with a 12 inch and a 10
inch pipe. In addition, the homeowner has constructed some low walls at the rear of
the house to try to channel drainage into the pipes and keep it from flooding the rear
yard.
Ditch Basin The ditch basin collects runoff from the central portion of the site. Drainage
is intercepted in a lined ditch installed with the Pacific Serena tract and carried across
lot 13 of that project. The ditch ends behind the sidewalk on Fraxinella Street, where
the drainage flows to the curb and gutter.
Burning Bush Basin: The northerly portion of the site drains to the end of Burning Bush
Street. After traveling to the intersection of Burning Bush and Fraxinella, drainage
turns southerly and travels to the cul de sac bulb. Our calculations show that the
existing flows exceed the carry capacity of the east side of the street, causing flow
depth to approach the top of curb on both sides of the street.
4
PROPOSED PROJECT;
ONSITE; The project consists of development of the site for 86 single family homes.
Drainage design includes three separate underground drainage systems, that will convey
runoff from the site. The size and location of proposed inlets were calculated to prevent
an incremental increase in runoff on downstream private property.
Table A compares the existing and proposed drainage area and peak discharge at each of
the four existing points of discharge. For the location of these points, see the onsite
drainage map included at the rear of this report. See Appendix A, "Existing Conditions
Calculations" and Appendix B, " Onsite Hydrology, Proposed Development" for
calculations.
The design of the subdivision and drainage improvements decrease the calculated peak
discharge on the west side of the property. This is accomplished by;
♦ Diversion of 2.85 net acres to drain easterly to the existing system on Via Cantebria
♦ Lengthening times of concentration due to more circuitous routes through subdivision
streets.
♦ Sizing of onsite inlets for upstream basins assures no increase in calculated peak flows
or tributary area across private property offsite.
South Basin: Inlet sizing results in interception of a portion of the flows on the South of
the main road as well as all of the south central cul de sac. The design maintains 8.0
acres of tributary area to avoid diversion through the Pacific Serena tract. Drainage
will discharge onto an approved energy dissipater onsite.
TABLE A
ONSITE
DRAINAGE RESULTS
Basin Name /
Existing
Conditions
Developed Conditions
Node
Discharge Point
Area (ac)
QI00 (cfs)
Area (ac)
Q100 (cfs)
South
8.0
16.89
7.9
14.98
301
SouthWest
13.3
20.89
11.6
20.44
103.5
Ditch
7.3
11.60
0.25
0.52
102.5
Burning Bush
10.8
18.19
16.8
31.12
101
Total
39A
67.57
36.55
67.06
The design of the subdivision and drainage improvements decrease the calculated peak
discharge on the west side of the property. This is accomplished by;
♦ Diversion of 2.85 net acres to drain easterly to the existing system on Via Cantebria
♦ Lengthening times of concentration due to more circuitous routes through subdivision
streets.
♦ Sizing of onsite inlets for upstream basins assures no increase in calculated peak flows
or tributary area across private property offsite.
South Basin: Inlet sizing results in interception of a portion of the flows on the South of
the main road as well as all of the south central cul de sac. The design maintains 8.0
acres of tributary area to avoid diversion through the Pacific Serena tract. Drainage
will discharge onto an approved energy dissipater onsite.
Southwest Basin: Inlets on both sides of the main street are sized to intercept no more
than the calculated peak quantity prior to development. The storm system will route
drainage to the southwest corner of the property. The existing underground system in
the offsite cul de sac bulb on Fraxinella street will carry these flows to the mainline on
Rosebay Drive. Our preferred alternative is to keep all of this drainage underground.
The homeowner at 207 Fraxinella will be contacted to discuss obtaining an easement
to install the necessary piping. If an easement cannot be obtained, the drainage will be
discharged onto an approved energy dissipater onsite.
Ditch Basin: Onsite design minimizes these flows by allowing only drainage from the open
space to use this ditch. The drainage area formerly flowing to this area will be routed
to the Burning Bush Basin,
Buming Bush Basin An increase in peak flows of 70% will discharge onto Burning Bush.
The increase is due to routing areas away from the Southwest and Ditch basins to
avoid adverse impacts on downstream private property. Burning Bush has adequate
capacity to convey drainage during the 100 year design storm, without exceeding top
of curb depth. Residents will experience no adverse impact, since Burning Bush is an
unloaded street. In both the existing and developed calculations, drainage crosses the
crown of Fraxinella Street, somewhere prior to the intersection with Periwinkle Street.
OFFSITE: An analysis of the existing offsite storm drain system is contained in Appendix
A. At Encinitas Boulevard, the peak flows will increase by only 2.17 c.f.s., (1.6 %)
due to the development of the property. See file 961\natrose.dat, 961 \devrose.dat and
961\improse3.dat in Appendices A, C and G respectively, for the hydrologic
calculations.
Our evaluation of the existing underground system on Rosebay indicates that it does not
have adequate capacity to convey 100 year peak flows. See Appendix A, file
961 \exist.pip for the hydraulic analysis of this system. As discussed previously, the
increase in runoff due to the development of the site is insignificant, and does not
cause failure of the system. Because the existing underground system in Rosebay does
not have adequate capacity for the 100 year storm, the street must carry much of the
drainage. The street can convey 108.44 c.f.s., flowing at the right of way (See
Appendix D). The flattest reach of pipe is a 36 inch CW at 4.4 %. This pipe can
convey 75.76 c.f.s. flowing full. Therefore, there is adequate combined capacity
during the 100 year storm to convey the 135+ c.f.s. we have calculated in the
developed condition. Since the combined capacity is greater than the peak flows, and
the incremental increase in runoff is insignificant, no improvements to the mainline in
Rosebay Drive are proposed with this project.
M
Depth of flow in the street was calculated to evaluate the effect of the upstream routing of
drainage to Burning Bush. The following table shows depth of flow at various points
for the 100 year storm. The points selected are all upstream of the existing storm
drain system. From this table, we see that the right of way adequately contains
drainage during the 100 year storm, as required by City Standards.
Note: Existing conditions on Burning Bush are for 1 %2 street
The major deficiency in the existing system is at the end of Fraxinella street. The existing
system uses two ten foot inlets in the bulb to intercept drainage. The combined
capacity of these inlets is 27.6 c.f.s. There is over 20 c.f.s. of drainage that could enter
the system in the rear of lot 207. However, the maximum capacity of the two pipes is
13.8 c.f.s. Therefore, only 41.4 c.f.s. of drainage can get into the system at this point
(see Appendix F). The hydrologic calculations show that 48.79 c.f.s. arrive here. The
pads at the end of the bulb would be inundated- during the 100 year storm. The project
proposes improvements to correct the existing deficiency. These are discussed in the
next section of this report.
Appendix E provides hydrologic and hydraulic calculations for the existing system, during
the 10 year storm. The peak Q during this storm event will remain underground
except at the confluence at node 2073. The proposed improvements to correct the
problem at the Fraxinella bulb will also result in the 10 year peak flows remaining
underground.
TABLE B
OFFSITE STREET FLOW RESULTS
Location
Node
Existing Conditions
Developed
Conditions
Q 100 (cfs) depth (ft)
Q 100 (cfs)
depth (ft)
Burning Bush
101 -102
18.29 0.45
31.22
0.43
Ditch
102 -103
28.27 0.43
41.38
0.48
Periwinkle
103 -1000
41.64 0.50
43.72
0.50
Fraxinella Inlet
1000 -1010
20.02 0.46
20.02
0.46
Periwinkle Inlet
1000 -207
17.40 0.42
18.25
0.43
Note: Existing conditions on Burning Bush are for 1 %2 street
The major deficiency in the existing system is at the end of Fraxinella street. The existing
system uses two ten foot inlets in the bulb to intercept drainage. The combined
capacity of these inlets is 27.6 c.f.s. There is over 20 c.f.s. of drainage that could enter
the system in the rear of lot 207. However, the maximum capacity of the two pipes is
13.8 c.f.s. Therefore, only 41.4 c.f.s. of drainage can get into the system at this point
(see Appendix F). The hydrologic calculations show that 48.79 c.f.s. arrive here. The
pads at the end of the bulb would be inundated- during the 100 year storm. The project
proposes improvements to correct the existing deficiency. These are discussed in the
next section of this report.
Appendix E provides hydrologic and hydraulic calculations for the existing system, during
the 10 year storm. The peak Q during this storm event will remain underground
except at the confluence at node 2073. The proposed improvements to correct the
problem at the Fraxinella bulb will also result in the 10 year peak flows remaining
underground.
PROPOSED OFFSITE IMPROVEMENTS
The project proposes offsite improvements to correct the existing problem at the end of
the Fraxinella bulb. In order to avoid inundation of these pads, two criteria must be
met. First, surface drainage must not exceed the 27.6 c.f.s. inlet capacity. Secondly,
the HGL in the pipe must stay at or below the top of curb elevation at each inlet.
Appendix G provides hydrology for an improved storm system on Fraxinella Street. We
propose constructing two type B inlets upstream of the Periwinkle intersection. New
storm drain pipe in Periwinkle will carry the runoff collected by these inlets to the
mainline system in Rosebay Drive. Inlet sizing will allow bypass during the 100 year
storm, but at quantities below the existing inlet capacity in the bulb.
Appendix H provides a hydraulic analysis of the existing system serving the Fraxinella
bulb, using the peak Q for the improved system. The hydraulic calculations assume a
HGL at the top of the clean out at node 2073. A higher HGL here is not possible
since the street will be conveying drainage within the curb as previously discussed.
These results show that the pads at the end of the bulb would not be inundated during
the 100 year storm.
Appendix I provides hydrologic and hydraulic calculations for the 10 year storm showing
the HGL stays underground.
The construction of additional inlets and storm drain pipe on Fraxinella Street will correct
an existing problem in the Pacific Serena Tract. These improvements will reduce peak
flows at the Southerly cul de sac bulb such that the 100 year storm can be collected by
the existing inlets and conveyed to Rosebay Drive underground. Inundation of the
house pads at the end of Fraxinella will be avoided.
The incremental increase in runoff from the project is negligible. The combined
conveyance capacity of Rosebay Drive surface and storm drain improvements is
adequate to convey peak flows to the end of Rosebay Drive.
APPENDIX A
100 YEAR DESIGN STORM
HYDROLOGY:
FILE NAME CONTENTS
961\NATSOUTH.DAT
South Basin
961\NATFRAX.DAT
Upstream of Periwinkle Intersection on Fraxinella Street
961\NATBULB.DAT
Fraxinella Southerly Bulb, starting at Periwinkle
961\NATROSE.DAT
Rosebay Basin, to outlet at Encinitas Boulevard
HYDRAULICS
FILE NAME CONTENTS
961\EXIST.PIP Mainline on Rosebay, up to Periwinkle intersection
961\EXBULB.PIP 30" CMP Rosebay to Fraxinella Bulb.
961\EXIST207.LAT Lateral to inlet on Periwinkle
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
THORNTON PROPERTY JOB:961 -04 NOVEMBER 1995
PREDEVELOPMENT SOUTHERLY DRAINAGE
# +
FILE NAME: 961 \NATSOUTH.DAT
TIME /DATE OF STUDY: 15: 6 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION
-- - - - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
#*#**#*###*####*#*+#*##*#*+###++#+++#+**##+ # # * # # # # # # + + + * * # # + # # # * # * + # # # * * *#
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
------------------------
>> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
- ------------------------------------------------------------- ------- - - - - --
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 13.77(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 860.00
UPSTREAM ELEVATION = 386.00
DOWNSTREAM ELEVATION = 318.00
ELEVATION DIFFERENCE = 68.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.838
SUBAREA RUNOFF(CFS) = 16.89
TOTAL AREA(ACRES) = 8.00 TOTAL RUNOFF(CFS) = 16.89
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 16.89 Tc(MIN.) = 13.77
TOTAL AREA(ACRES) = 8.00
--------------------------------------------------------------------------
--------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+xxxxxxx * + + * + + * * + + * + + + + ++ DESCRIPTION OF STUDY + * + +x *xxxxxx + + + + +xxxxxxxxx
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* PRE - DEVELOPMENT FRAXINELLA
UPSTREAM OF PERIWINKLE STREET
* * + * * * + + * ** xxxxxx *x+ xxxxxx*+ x* x*++**+++*+* + + + + + + + +x * +xx * * * + +x * *xxxx * *xx **
FILE NAME: 961 \NATFRAX.DAT
TIME /DATE OF STUDY: 16:31 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
: *xxx *x *x * * * * + + * ** xxxxxx+* x* x* xxx+ xxxxxxxxxx + + + + * + + * * + + * * + + +x + +xxxxxxxxxxxx
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
-------- - - - - --
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------------------------------------------- - - - - --
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 14.32(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1000.00
UPSTREAM ELEVATION = 395.00
DOWNSTREAM ELEVATION = 320.00
ELEVATION DIFFERENCE = 75.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.742
SUBAREA RUNOFF(CFS) = 18.19
TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 18.19
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
----------------------=-----------=-=-----------=-------------------------
UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.24
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .45
HALFSTREET FLOODWIDTH(FEET) = 16.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.65
PRODUCT OF DEPTH &VELOCITY = 2.99
STREETFLOW TRAVELTIME(MIN) _ .33 TC(MIN) = 14.65
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.688
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .10
SUMMED AREA(ACRES) = 10.85 TOTAL RUNOFF(CFS) = 18.29
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .45 HALFSTREET FLOODWIDTH(FEET) = 16.20
FLOW VELOCITY(FEET /SEC.) = 6.67 DEPTH *VELOCITY = 3.00
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
---------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
------------ - - - -- - - - - -- --------------- - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.65
RAINFALL INTENSITY(INCH /HR) = 3.69
TOTAL STREAM AREA(ACRES) = 10.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.29
*##*+*+*******#**#****#***#*#*###************ * # # # # * * + * # * * * # * * # * * * * * * * * * * * # **
FLOW PROCESS FROM NODE 101.50 TO NODE 101.60 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 140.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.60
ELEVATION DIFFERENCE = 1.40
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260
SUBAREA RUNOFF(CFS) _ .47
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .47
FLOW PROCESS FROM NODE 101.60 TO NODE 102.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.64
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10
PRODUCT OF DEPTH &VELOCITY = .79
STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 13.54
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.880
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.35
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.82
.NI) OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 3.38 DEPTH *VELOCITY = 1.00
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.54
RAINFALL INTENSITY(INCH /HR) = 3.88
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.80
ELEVATION DIFFERENCE = 1.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .74
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.74
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.92
PRODUCT OF DEPTH &VELOCITY = .77
STREETFLOW TRAVELTIME(MIN) = 1.94 TC(MIN) = 12.79
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.026
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.99
SUMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 3.28 DEPTH *VELOCITY = .97
FLOW PROCESS FROM NODE 207.00 TO NODE 102.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 12.79
RAINFALL INTENSITY(INCH /HR) = 4.03
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
18.29
14.65
3.688
10.85
2
2.82
13.54
3.880
1.30
3
2.73
12.79
4.026
1.20
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
3 STREAMS.
.m a 11012m:7V9a will aamm
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 22.20 12.79 4.026
2 22.83 13.54 3.880
3 23.47 14.65 3.688
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.47 Tc(MIN.) = 14.65
TOTAL AREA(ACRES) = 13.35
--------------------------------------------------------- ----------- - -- - -+
FLOWS BEGIN CROSSING CROWN BELOW BURNING BUSH
MODEL WILL ROUTE FLOWS ON BOTH SIDES OF FRAXINELLA
------- - -- - -- --------------------------------------------- - - - - -+
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6
---------------------------------------------------------------------------
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
- ---------------------------------------------------------=----------------
UPSTREAM ELEVATION = 285.00 DOWNSTREAM ELEVATION = 270.80
STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.87
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.35
PRODUCT OF DEPTH &VELOCITY = 2.30
STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 15.93
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.494
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.80
SUMMED AREA(ACRES) = 15.85 TOTAL RUNOFF(CFS) = 28.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .44 HALFSTREET FLOODWIDTH(FEET) = 15.68
FLOW VELOCITY(FEET /SEC.) = 5.49 DEPTH *VELOCITY = 2.41
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
---------------------------------------------====--------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.93
RAINFALL INTENSITY(INCH /HR) = 3.49
TOTAL STREAM AREA(ACRES) = 15.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.27
----------------------------------------- ------------ -- - - - --- +
ADDITION OF SECOND TRIBUTARY AREA FROM THORNTON
DRAINAGE ENTERS STREET FROM EXISTING LINED DITCH, FLOWING OVER SIDEWALK
------ - - - - -- ------------------------------------- --------- - - - - -+
FLOW PROCESS FROM NODE 102.20 TO NODE 102.50 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
--------------------------------------------------------------------------
----------------------------------------------------- - - - - --
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.66(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1240.00
UPSTREAM ELEVATION = 385.00
DOWNSTREAM ELEVATION = 314.00
ELEVATION DIFFERENCE = 71.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.533
SUBAREA RUNOFF(CFS) = 11.60
TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 11.60
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
--------- 7------------------------------------ --- ----------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
======= ------------ =--=-= --- === ----------------------------
-----------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.66
RAINFALL INTENSITY(INCH /HR) = 3.53
TOTAL STREAM AREA(ACRES) = 7.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.60
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
27.39
14.12
1
27.86
14.84
1
28.27
15.93
2
11.60
15.66
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
3.777
15.85
3.657
15.85
3.494
15.85
3.533
7.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM
RUNOFF
NUMBER
(CFS)
1
38.24
2
39.07
3
39.57
4
39.75
IW.\:)Aoii'd
Tc
INTENSITY
(MIN.)
(INCH /HOUR)
14.12
3.777
14.84
3.657
15.66
3.533
15.93
3.494
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.75 Tc(MIN.) = 15.93
TOTAL AREA(ACRES) = 23.15
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 103.00 TO NODE 1000.00 IS CODE = 6
------- - - - - --
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 270.80 DOWNSTREAM ELEVATION 265.00
STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 40.69
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .50
HALFSTREET FLOODWIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.76
PRODUCT OF DEPTH &VELOCITY = 2.86
STREETFLOW TRAVELTIME(MIN) = .48 TC(MIN) = 16.40
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.428
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.89
SUMMED AREA(ACRES) = 24.15 TOTAL RUNOFF(CFS) = 41.64
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00
FLOW VELOCITY(FEET /SEC.) = 5.89 DEPTH *VELOCITY = 2.92
-------------------------------------------------------------
-------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 41.64 Tc(MIN.) = 16.40
TOTAL AREA(ACRES) = 24.15
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 40.28 14.58
2 41.04 15.33
3 41.48 16.14
4 41.64 16.40
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + + + + * + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
PRE - DEVELOPMENT FLOWS AT THE EXISTING BULB IN FRAXINELLA
+
FILE NAME: 961 \NATBULB.DAT
TIME /DATE OF STUDY: 16:56 11/ 9/1995
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
THIS MODEL USES THE PEAK FLOW FROM FILE 961 \NATFRAX.DAT AS INITIAL DATA
THAT PEAK FLOW IS DIVIDED AS FOLLOWS;
80% OF THE FLOWS ON THE WEST SIDE ARE ASSUMED TO TURN THE CORNER AT
+--------------------------------------------------- ------------------ -- - - -+
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
PERIWINKLE. THE EAST SIDE OF FRAXINELLA WILL RETAIN THE MAXIMUM FLOW
ALLOWABLE BY A STREET FLOW CALCULATION. THE REMAINING FLOWS CROSS THE
CROWN AND TRAVEL TO THE SUMP INLET ALONG THE WEST SIDE OF THE STREET
t____________________________________________ _____________________ _________+
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.42 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 19.00
* * * * * # * * # # * * * # * # * * * * * * * #*
FLOW PROCESS FROM NODE
-----------------------
>>>>> COMPUTE STREETFLOW
---------------- - -- - --
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 1010.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------------
265.00 DOWNSTREAM ELEVATION = 256.40
170.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.51
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .46
HALFSTREET FLOODWIDTH(FEET) = 16.71
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.70
PRODUCT OF DEPTH &VELOCITY = 3.09
STREETFLOW TRAVELTIME(MIN) _ .42 TC(MIN) = 16.84
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.371
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) = 1.02
SUMMED AREA(ACRES) = 11.55 TOTAL RUNOFF(CFS) = 20.02
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 16.71
FLOW VELOCITY(FEET /SEC.) = 6.88 DEPTH *VELOCITY = 3.17
* * * * * * * * * # * * * # * # # # # * * **
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1010.00 TO NODE 2069.50 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
256.40 DOWNSTREAM ELEVATION = 253.60
68.00 CURB HEIGHT(INCHES) = 6.
30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL (DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.85
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .49
HALFSTREET FLOODWIDTH(FEET) = 17.98
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.22
PRODUCT OF DEPTH &VELOCITY = 3.02
STREETFLOW TRAVELTIME(MIN) _ .18 TC(MIN) = 17.02
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.347
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.66
SUMMED AREA(ACRES) = 12.45 TOTAL RUNOFF(CFS) = 21.68
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 17.98
FLOW VELOCITY(FEET /SEC.) = 6.47 DEPTH *VELOCITY = 3.14
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 12.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.68
----------------------------------------------------- --------------- - - - - -+
WEST SIDE FLOWS
STARTING Q IS 60% OF FILE NATFRAX.DAT MINUS 19 CFS ON EAST SIDE
-------------------------- ---- ---------------- - - - - -- --------- - - - - -+
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
-------- - - - - --
>>>>>U$ER SPECIFIED HYDROLOGY INFORMATION AT.NODE <<<<<
---------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.40 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 5.98
**********+******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 2069.50 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.52
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .36
HALFSTREET FLOODWIDTH(FEET) = 11.55
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.49
PRODUCT OF DEPTH &VELOCITY = 1.60
STREETFLOW TRAVELTIME(MIN) = 1.00 TC(MIN) = 17.40
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.300
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.09
SUMMED AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 7.07
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.07
FLOW VELOCITY(FEET /SEC.) = 4.49 DEPTH *VELOCITY = 1.65
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.40
RAINFALL INTENSITY(INCH /HR) = 3.30
TOTAL STREAM AREA(ACRES) = 4.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.07
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
21.68
17.02
3.347
12.45
2
7.07
17.40
3.300
4.10
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCIE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 28.65 17.02
2 28.44 17.40
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 28.
TOTAL AREA(ACRES) = 16.55
INTENSITY
(INCH /HOUR)
3.347
3.300
ARE AS FOLLOWS:
65 Tc(MIN.) = 17.02
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 16.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.65
+*++*+*+*+++++++++*++++++++*+*+++++++++++++++ + + + + + + + + * + + + + * + * * + + + + + + + + + * + * ++
FLOW PROCESS FROM NODE 103.20 TO NODE 103.50 IS CODE = 21
--------------------------------------------------------------------- - - - - --
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.96(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1360.00
UPSTREAM ELEVATION = 392.00
DOWNSTREAM ELEVATION = 310.00
ELEVATION DIFFERENCE = 82.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.490
SUBAREA RUNOFF(CFS) = 20.89
TOTAL AREA(ACRES) = 13.30 TOTAL RUNOFF(CFS) = 20.89
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 26.6
UPSTREAM NODE ELEVATION = 255.30
DOWNSTREAM NODE ELEVATION = 254.30
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.89
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 16.02
********************************************* * * * * * * * * ** * * * * * * * * * * * * * * ** * * * **
FLOW PROCESS FROM NODE 2069.40 TO NODE 2069.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.B INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 15.3
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.89
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.09
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.09
RAINFALL INTENSITY(INCH /HR) = 3.47
TOTAL STREAM AREA(ACRES) = 13.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.89
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
28.65
17.02
3.347
16.55
1
28.44
17.40
3.300
16.55
2
20.89
16.09
3.471
13.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
48.51
16.09
3.471
2
48.79
17.02
3.347
3
48.30
17.40
3.300
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.79 Tc(MIN.) = 17.02
TOTAL AREA(ACRES) = 29.85
---------------------------------------------------------------------
---------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 48.79 Tc(MIN.) = 17.02
TOTAL AREA(ACRES) = 29.85
* ** PEAK FLOW RATE TABLE * **
Q(CFS) TC(MIN.)
1 48.51 16.09
2 48.79 17.02
3 48.30 17.40
---------------------------------------------------------------------------
---------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + ++ + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* PRE - DEVELOPMENT ROSEBAY DRIVE
FLOWS FROM ONSITE ARE TAKEN FROM 961 \NATFRAX AND 961 \NATBULB
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: 961 \NATROSE.DAT
TIME /DATE OF STUDY: 10:38 12/18/1995
---------------------------------------------- ------------------------ - - - - --
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 200.00 TO NODE 2071.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.97(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1500.00
UPSTREAM ELEVATION = 400.00
DOWNSTREAM ELEVATION = 290.80
ELEVATION DIFFERENCE = 109.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.488
SUBAREA RUNOFF(CFS) = 34.06
TOTAL AREA(ACRES) = 21.70 TOTAL RUNOFF(CFS) = 34.06
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 4
>> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>> >>>USING USER - SPECIFIED PIPESIZE<< <<<
-----------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.7
UPSTREAM NODE ELEVATION = 290.80
DOWNSTREAM NODE ELEVATION = 271.40
FLOWLENGTH(FEET) = 520.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 34.06
TRAVEL TIME(MIN.) = .59 TC(MIN.) = 16.56
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.56
RAINFALL INTENSITY(INCH /HR) = 3.41
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.06
***+*#####*#***t*t**********+*++*****tttttt*t tt * #tt * * #t * # * *t #ttt + *ttttt *t *tt
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
--------------------------------------------------------------------- - - - - --
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
---------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 296.00
DOWNSTREAM ELEVATION = 294.50
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .46
FLOW PROCESS FROM NODE 202.00 TO NODE 2072.00 IS CODE = 6
---------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
-----------------------------------------------=--------_-------------------
UPSTREAM ELEVATION =
291.80
DOWNSTREAM ELEVATION 286.00
STREET LENGTH(FEET) =
415.00
CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET)
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 8.15
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25
PRODUCT OF DEPTH &VELOCITY = .65
STREETFLOW TRAVELTIME(MIN) = 3.07 TC(MIN) = 15.19
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.602
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) _
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) _
FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY =
1.76
= 2.58
3.03
9.88
.90
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
-----------------------------------------------------
-----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.19
RAINFALL INTENSITY(INCH /HR) = 3.60
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
34.06
16.56
3.407
21.70
2
3.03
15.19
3.602
1.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 35.25 15.19
2 36.93 16.56
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 36.
TOTAL AREA(ACRES) = 23.20
INTENSITY
(INCH /HOUR)
3.602
3.407
ARE AS FOLLOWS:
93 Tc(MIN.) = 16.56
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.20 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.6
UPSTREAM NODE ELEVATION = 271.00
DOWNSTREAM NODE ELEVATION = 248.60
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 36.93
TRAVEL TIME(MIN.) = .71 TC(MIN.) = 17.27
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.27
RAINFALL INTENSITY(INCH /HR) = 3.32
TOTAL STREAM AREA(ACRES) = 23.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.93
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
--------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 276.00
DOWNSTREAM ELEVATION = 274.50
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .46
+++++*+++++++++++++*++++++++++++++*++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 204.00 TO NODE 2072.20 IS CODE = 6
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 271.10 DOWNSTREAM ELEVATION = 252.30
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.01
PRODUCT OF DEPTH &VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 13.68
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.854
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.76
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.21
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.57
FLOW VELOCITY(FEET /SEC.) = 4.65 DEPTH *VELOCITY = 1.29
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
---------------------------------------------------------------------------
>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.68
RAINFALL INTENSITY(INCH /HR) = 3.85
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
35.25
15.91
3.497
23.20
1
36.93
17.27
3.316
23.20
2
3.21
13.68
3.854
1.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.,
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 35.19 13.68 3.854
2 38.16 15.91 3.497
3 39.69 17.27 3.316
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.69 Tc(MIN.) = 17.27
TOTAL AREA(ACRES) = 24.70
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.50 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.8
UPSTREAM NODE ELEVATION = 248.20
DOWNSTREAM NODE ELEVATION = 246.80
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 39.69
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 17.31
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.31
RAINFALL INTENSITY(INCH /HR) = 3.31
TOTAL STREAM AREA(ACRES) = 24.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.69
+------------------------------------------------ --- --------------- --- - - - - -+
INITIAL Q IS TAKEN FROM FILE 961 \NATFRAX
80% OF THE WEST SIDE FLOWS ARE ASSUMED TO FLOW ONTO PERIWINKLE
200% OF THE WEST SIDE FLOWS ARE ASSUMED TO BYPASS TO THE END OF FRAX
--------------------------------------------- ------------------------ - - - - -+
*##*******#####**##############*#******###*#* * * * * * * * * * * * * * * # # # * * * * * * # * * * * * ##
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.40 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 9.65 TOTAL RUNOFF(CFS) = 16.66
#************************************#**###** # * # * # * * * * * * * * * * * * * * # * # * * # # # * # **
FLOE] PROCESS FROM NODE 1000.00 TO NODE .207.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 251.30
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.03
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .42
HALFSTREET FLOODWIDTH(FEET) = 14.65
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.52
PRODUCT OF DEPTH &VELOCITY = 3.15
STREETFLOW TRAVELTIME(MIN) = .44 TC(MIN) = 16.84
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.370
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .74
SUMMED AREA(ACRES) = 10.05 TOTAL RUNOFF(CFS) = 17.40
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEET /SEC.) = 7.20 DEPTH *VELOCITY = 3.09
FLOW PROCESS FROM NODE 207.00 TO NODE 2072.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
PIPEFLOWVELOCITY(FEET/ SEC.)=-=== 9= 8_______ _______________________________
UPSTREAM NODE ELEVATION = 247.50
DOWNSTREAM NODE ELEVATION = 247.00
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.40
TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 16.89
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------- ----------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.89
RAINFALL INTENSITY(INCH /HR) = 3.36
TOTAL STREAM AREA(ACRES) = 10.05
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.40
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
35.19
13.73
1
38.16
15.95
1
39.69
17.31
2
17.40
16.89
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
3.846
24.70
3.491
24.70
3.311
24.70
3.365
10.05
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 50.42 13.73 3.846
2 54.94 15.95 3.491
3 56.46 16.89 3.365
4 56.82 17.31 3.311
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 56.82 Tc(MIN.) = 17.31
TOTAL AREA(ACRES) = 34.75
FLOW PROCESS FROM NODE 2072.50 TO NODE 2073.00 IS CODE = 4
----------------------------------------------------------------------------
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
- ------------------------------------ -------------- -----------------
PIPEFLOW VELOCITY(FEET /SEC.) = 11.6
UPSTREAM NODE ELEVATION = 246.60
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 224.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 56.82
TRAVEL TIME(MIN.) = .32 TC(MIN.) = 17.64
******#*********+***+***************+***#**** * * * * * * * * * * * * * * * * * * * * * * * * # * * * * **
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
---------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.64
RAINFALL INTENSITY(INCH /HR) = 3.27
TOTAL STREAM AREA(ACRES) = 34.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.82
- -- ------------------------------------------- ---------------- - - - - -+
ADDITION OF PIPE FLOW FROM END OF FRAXINELLA
SEE FILE 961 \NATBULB.DAT
------------------------------- - - - - -- --------- ------- - - - - -+
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 7
---------------------
>> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
---------------------------------------------------------------------- - - - - --
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.02 RAIN INTENSITY(INCH /HOUR) = 3.35
TOTAL AREA(ACRES) = 29.85 TOTAL RUNOFF(CFS) = 48.79
********************************+********** * * * * * * * * * * * * * * * * * * * * * + * + * * * * * **
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
- - -- - --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 29.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.79
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
---------------------------------------------------------------------------
----------------------- --------------- - - - - --
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 90.00
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.31
RAINFALL INTENSITY(INCH /HR) = 3.92
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.13
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
50.42
14.09
3.782
34.75
1
54.94
16.29
3.444
34.75
1
56.46
17.21
3.324
34.75
1
56.82
17.64
3.272
34.75
2
48.79
17.02
3.348
29.85
3
15.13
13.31
3.923
6.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 105.37 13.31 3.923
2 108.19 14.09 3.782
3 115.64 16.29 3.444
4 117.75 17.02 3.348
5 117.71 17.21 3.324
6 117.12 17.64 3.272
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 117.75 Tc(MIN.) = 17.02
TOTAL AREA(ACRES) = 71.50
FLOW PROCESS FROM NODE 2073.00 TO NODE 2063.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE<<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 16.7
UPSTREAM NODE ELEVATION = 234.94
DOWNSTREAM NODE ELEVATION = 210.69
FLOWLENGTH(FEET) = 374.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
1 PIPEFLOW THRU SUBAREA(CFS) = 117.75
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 17.39
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.39
RAINFALL INTENSITY(INCH /HR) = 3.30
TOTAL STREAM AREA(ACRES) = 71.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 117.75
++*+++**+++++++++++++++++++++++++++*+*+++++ + * * + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 208.00 TO NODE 208.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 11.84(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 300.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFERENCE = 18.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.230
SUBAREA RUNOFF(CFS) _ .19
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _ .19
FLOW PROCESS FROM NODE 208.20 TO NODE 2063.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.230
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) 8.88
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 9.07
TC(MIN) = 11.84
++++*+++++++++++++++++++*+*++++++++++*++*++ + + + + + + + + + * + + + * + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
----- ---- --------- - - - - -- --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDE
TIME OF CONCENTRATION (MIN.) = 11.84
RAINFALL INTENSITY(INCH /HR) = 4.23
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
STREAM 2 ARE:
9.07
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
105.37
13.73
3.846
71.50
1
108.19
14.50
3.713
71.50
1
115.64
16.67
3.393
71.50
1
117.75
17.39
3.301
71.50
1
117.71
17.59
3.278
71.50
1
117.12
18.01
3.228
71.50
2
9.07
11.84
4.230
3.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
' ONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
LUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
104.87
11.84
4.230
2
113.61
13.73
3.846
3
116.16
14.50
3.713
4
122.92
16.67
3.393
5
124.83
17.39
3.301
6
124.74
17.59
3.278
7
124.04
18.01
3.228
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
BEAK FLOW
RATE(CFS)
= 124.83 Tc(MIN.) = 17.39
=OTAL AREA(ACRES) =
74.60
FLOW PROCESS FROM NODE 2063.00 TO NODE 2066.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<< <<<
----------------------------------------------
----------------------------------------------
?IPEFLOW VELOCITY(FEET /SEC.) = 17.7
JPSTREAM NODE ELEVATION = 209.69
DOWNSTREAM NODE ELEVATION = 198.43
7LOWLENGTH(FEET) = 256.00 MANNING'S N =
GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER
PIPEFLOW THRU SUBAREA(CFS) = 124.83
TRAVEL TIME(MIN.). = .24 TC(MIN.) = 17
.024
OF PIPES =
64
Fl
*##******#*******#####**********************# * * * # * * * * * * * * * * * * # * * * * * * * * #tt * **
?LOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
COTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.64
tAINFALL INTENSITY(INCH /HR) = 3.27
..OTAL STREAM AREA(ACRES) = 74.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.83
^LOW PROCESS FROM NODE 208.00 TO NODE 208.30 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
;OIL CLASSIFICATION IS "D"
7ULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
4ITH 10- MINUTES ADDED = 12.27(MINUTES)
CNITIAL SUBAREA FLOW - LENGTH = 400.00
UPSTREAM ELEVATION = 300.50
') OWNSTREAM ELEVATION = 275.00
'LEVATION DIFFERENCE = 25.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SUBAREA RUNOFF(CFS) _ .58
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .58
FLOW PROCESS FROM NODE 208.30 TO NODE 2065.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.81
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 8.39
TC(MIN) = 12.27
++++++++++++++++*+++++*++++++++++++++++++++ + + + + + + + + + + * + + + + + + + + * + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2066.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
--------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.5
UPSTREAM NODE ELEVATION = 200.80
DOWNSTREAM NODE ELEVATION = 200.20
FLOWLENGTH(FEET) = 39.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.39
TRAVEL TIME(MIN.) .09 TC(MIN.) = 12.36
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 12.36
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.39
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 21
-------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW- LENGTH = 30.00
UPSTREAM ELEVATION = 240.00
DOWNSTREAM ELEVATION = 238.50
ELEVATION DIFFERENCE = 1.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5- MINUTES
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.377
SUBAREA RUNOFF(CFS) _ .70
TOTAL AREA(ACRES) _ .10 TOTAL RUNOFF(CFS) _ .70
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 302.00 TO NODE 2065.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 238.50 DOWNSTREAM ELEVATION = 204.20
STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .063
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84
PRODUCT OF DEPTH &VELOCITY = .93
STREETFLOW TRAVELTIME(MIN) = 2.78 TC(MIN) = 7.78
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 2.11
SUMMED AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 2.81
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .27 HALFSTREET FLOODWIDTH(FEET) = 6.99
FLOW VELOCITY(FEET /SEC.) = 4.63 DEPTH *VELOCITY = 1.23
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 302.00 TO NODE 2065.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) = 1.05
TOTAL AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 3.86
TC(MIN) = 7.78
+*+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.78
RAINFALL INTENSITY(INCH /HR) = 5.55
TOTAL STREAM AREA(ACRES) = .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
104.87
12.13
4.165
74.60
1
113.61
13.99
3.798
74.60
1
116.16
14.76
3.671
74.60
1
122.92
16.91
3.362
74.60
1
124.83
17.64
3.272
74.60
1
124.74
17.83
3.249
74.60
1
124.04
18.26
3.200
74.60
2
8.39
12.36
4.115
2.90
3
3.86
7.78
5.549
.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
88.80
7.78
5.549
2
116.06
12.13
4.165
3
116.12
12.36
4.115
4
124.00
13.99
3.798
5
126.20
14.76
3.671
6
132.11
16.91
3.362
7
133.78
17.64
3.272
8
133.63
17,83
3.249
9
132.79
18.26
3.200
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 133.78 Tc(MIN.) = 17.64
TOTAL AREA(ACRES) = 78.20
-------------------------------------------------------------------
-------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 133.78 Tc(MIN.) = 17.64
TOTAL AREA(ACRES) = 78.20
* ** PEAK FLOW RATE TABLE * **
Q(CFS) TC(MIN.)
1 88.80 7.78
2 116.06 12.13
3 116.12 12.36
4 124.00 13.99
5 126.20 14.76
6 132.11 16.91
7 133.78 17.64
8 133.63 17.83
9 132.79 18.26
--------------------------------------------------------------------------
--------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
UPSTREAM ELEVATION = 294.00
DOWNSTREAM ELEVATION = 293.00
ELEVATION DIFFERENCE = 1.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.025
SUBAREA RUNOFF(CFS) _ .83
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .83
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION 238.30
STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.04
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.01
PRODUCT OF DEPTH &VELOCITY = 1.85
STREETFLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 13.23
100 YEAR FAINFALL INTENSITY(INCH /HOUR) = 3.939,
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 14.30
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 15.13
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66
FLOW VELOCITY(FEET /SEC.) = 5.88 DEPTH *VELOCITY = 2.59
FLOW PROCESS FROM NODE 302.00 TO NODE 2073.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
PIPEFLOW VELOCITY(FEET /SEC.) = 8.6
UPSTREAM NODE ELEVATION = 235.80
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 15.13
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 13.31
***++*+++*++*******+******************++*+* + + * + * + * * * + + * * + + + + + + * * * + * + + * * * **
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* * * * * * + # * * * # # # # # * # # * * * * ** DESCRIPTION OF STUDY + * * * * * * * * + * * * * * * * * * * * * * * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* OFFSITE HYDRAULIC ANALYSIS FOR EXISTING SYSTEM
FLOWS TAKEN FROM FILE 961 \NATROSE
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
RILE NAME: 961 \EXIST.PIP
TIME /DATE OF STUDY: 12:19 12/26/1995
GRADUALLY VARIED FLOW
ANALYSIS FOR PIPE SYSTEM
NODAL POINT
STATUS TABLE
(Note: " *" indicates
nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL
PRESSURE PRESSURE+
FLOW
. PRESSURE+
NUMBER
PROCESS
HEAD(FT) MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
2007.00-
3.00
5568.20
2.42*
6102.47
FRICTION
?066.00-
2.97 *Dc
5563.25
2.97 *Dc
5563.25
)
JUNCTION
2066.10-
5.85*
6192.18
2.96 Dc
4927.13
)
FRICTION
?063.00-
25.16*
14705.88
2.96 Dc
4927.13
)
JUNCTION
2063.10-
27.11*
15098.00
2.94 Dc
4454.57
FRICTION
2063.10-
33.67*
17990.00
2.87
4463.47
)
MANHOLE
?063.10-
33.64*
17979.17
2.94 Dc
4454.57
)
FRICTION
2073.00-
42.38*
21832.67
2.94 Dc
4454.57
JUNCTION
?073.00-
49.02*
15908.22
2.37 Dc
1643.71
)
FRICTION
2072.50-
52.48*
16965.17
2.37 Dc
1643.71
)
JUNCTION
?072.50-
54.60*
16963.49
1.73
1013.60
FRICTION
2072.20-
54.09*
16808.37
2.12 Dc
958.87
----------------------------------------------------------------------------
MAXIMUM
NUMBER OF
ENERGY BALANCES USED IN EACH
PROFILE = 25
----------------------------------------------------------------------------
IOTE: STEADY FLOW
HYDRAULIC HEAD -LOSS COMPUTATIONS
BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
OWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2007.00 FLOWLINE ELEVATION = 192.00
*IPE FLOW = 133.78 CFS PIPE DIAMETER = 36.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 195.000
---------------------------------------------------------------------------
NODE 2007.00
: HGL = < 194.417 >;EGL = <
201.880>;FLOWLINE= <
192.000>
++++++++++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + ++
FLOW PROCESS FROM NODE 2007.00 TO NODE
2066.00 IS CODE = 1
PSTREAM NODE
2066.00 ELEVATION =
197.50 (FLOW IS SUPERCRITICAL)
---------------------------------------------------------------------------
UALCULATE FRICTION LOSSES(LACFCD):
RIPE FLOW =
133.78 CFS PIPE DIAMETER = 36.00 INCHES
IPE LENGTH =
110.00 FEET MANNING'S N = .01300
---------------------------------------------------------------------------
NORMAL DEPTH(FT) = 2.22 CRITICAL
DEPTH(FT) =
2.97
---------------------------------------------------------------------------
---------------------------------------------------------------------------
PSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =
2.97
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
- RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
uISTANCE FROM
FLOW DEPTH VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT)
(FT) (FT /SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
2.966 18.958
8.551
5563.25
433
2.936 19.019
8.557
5565.87
1.550
2.907 19.097
8.573
5572.91
3.210
2.877 19.188
8.597
5583.64
5.352
2.847 19.292
8.630
5597.66
7.953
2.817 19.408
8.669
5614.72
11.008
2.757 19.534
8.716
5634.65
14.530
2.757 19.671
8.769
5657.34
18.543
2.727 19.817
8.829
5682.71
23.084
2.697 19.974
8.896
5710.72
28.203
2.667 20.140
8.970
5741.33
33.964
2.637 20.315
9.050
5774.55
40.447
2.608 20.501
9.138
5810.37
47.760
2.578 20.696
9.233
5848.82
56.036
2.548 20.900
9.335
5889.92
65.451
2.518 21.115
9.445
5933.71
76.239
2.488 21.340
9.564
5980.24
88.719
2.458 21.575
9.690
6029.56
103.339
2.428 21.820
9.826
6081.74
110.000
2.417 21.917
9.880
6102.47
---------------------------------------------------------------------------
'ODE 2066.00
: HGL = < 200.466 >;EGL = <
206.051 >; FLOWLINE = <
197.500>
++++++++++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + ++
LOW PROCESS
FROM NODE 2066.00 TO NODE
2066.10 IS CODE = 5
wPSTREAM NODE
2066.10 ELEVATION =
198.43 (FLOW IS AT CRITICAL DEPTH)
-----------------------------------------------------------------------------
ALCULATE JUNCTION
LOSSES:
PIPE
FLOW DIAMETER ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES)
ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM
124.83 36.00 18.50
198.43 2.96
17.660
DOWNSTREAM
133.78 36.00 -
197.50 2.97
18.964
LATERAL #1
6.00 18.00 60.00
199.93 .95
3.395
LATERAL #2
.00 .00 .00
.00 .00
.000
Q5
2.95 = = =Q5 EQUALS BASIN
INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
TPSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .11937
OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .03690
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .07814
JUNCTION LENGTH = 10.00 FEET
RICTION LOSSES = .781 FEET ENTRANCE LOSSES = 1.117 FEET
UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 1.958) +( 1.117) = 3.075
---------------------------------------------------------------------------
ODE 2066.10 : HGL = < 204.283 >;EGL = < 209.126 >; FLOWLINE = < 198.430>
********************************************** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * **
LOW PROCESS FROM NODE 2066.10 TO NODE 2063.00 IS CODE = 1
'PSTREAM NODE 2063.00 ELEVATION = 209.69 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW = 124.83 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 256.00 FEET MANNING'S N = .02400
7F= (Q /K) * *2 = (( 124.83)/( 361.284)) * *2 = .11938
:F =L *SF = ( 256.00) *( .11938) = 30.562
-----------------------------------------------------------------------------
NODE 2063.00 : HGL = < 234.845 >;EGL = < 239.688>;FLOWLINE= < 209.690>
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.10 IS CODE = 5
fPSTREAM NODE 2063.10 ELEVATION = 210.69 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAM 117.75 36.00 10.00 210.69 2.94 16.658
DOWNSTREAM 124.83 36.00 - 209.69 2.96 17.660
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 7.08 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
jY=( Q2* V2- Q1* V1 *COS (DELTAl)- Q3 *V3 *COS (DELTA3)-
Q4 *V4* COS( DELTA4 )) /((A1 +A2) *16.1) +FRICTION LOSSES
fPSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .10622
fOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .11937
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .11280
UNCTION LENGTH = 7.00 FEET
' RICTION LOSSES = .790 FEET ENTRANCE LOSSES = .969 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
'UNCTION LOSSES = ( 1.454) +( .969) = 2.423
---------------------------------------------------------------------------
.:ODE 2063.10 : HGL = < 237.802 >;EGL = < 242.111 >; FLOWLINE = < 210.690>
'LOW PROCESS FROM NODE 2063.10 TO NODE 2063.10 IS CODE = 1
UPSTREAM NODE 2063.10 ELEVATION = 223.36 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
'ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 117.75 CFS PIPE DIAMETER = 36.00 INCHES
"IPE LENGTH = 181.00 FEET MANNING'S N = .02400
F= (Q /K) * *2 = (( 117.75)/( 361.284)) * *2 = .10622
HF =L *SF = ( 181.00) *( .10622) = 19.227
--------------- - - - --
ODE 2063.10 : HGL = < 257.028 >;EGL = < 261.337 >; FLOWLINE = < 223.360>
LOW PROCESS FROM NODE 2063.10 TO NODE 2063.10 IS CODE = 2
..PSTREAM NODE 2063.10 ELEVATION = 223.60 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
ALCULATE MANHOLE LOSSES(LACFCD):
IPE FLOW = 117.75 CFS PIPE DIAMETER = 36.00 INCHES
FLOW VELOCITY = 16.66 FEET /SEC. VELOCITY HEAD = 4.309 FEET
MN = .05 *(VELOCITY HEAD) = .05 *( 4.309) = .215
---------------------------------------------------------------------------
NODE 2063.10 : HGL = < 257.244>;EGL= < 261.553>;FLOWLINE= < 223.600>
-LOW PROCESS FROM NODE 2063.10 TO NODE 2073.00 IS CODE = 1
UPSTREAM NODE 2073.00 ELEVATION = 234.94 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
'ALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW = 117.75 CFS PIPE DIAMETER = 36.00 INCHES
IPE LENGTH = 189.00 FEET MANNING'S N = .02400
F= (Q /K) * *2 = (( 117.75)/( 361.284)) * *2 = .10622
AF =L *SF = ( 189.00) *( .10622) = 20.076
-----------------------------------------------------------------------------
'ODE 2073.00 : HGL = < 277.320 >;EGL = < 281.629 >; FLOWLINE = < 234.940>
+*++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + * + + + * ++
'LOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 5
fPSTREAM NODE 2073.00 ELEVATION = 235.40 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
"ALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CPS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAM 56.82 30.00 .00 235.40 2.37 11.575
DOWNSTREAM 117.75 36.00 - 234.94 2.94 16.658
LATERAL #1 54.22 30.00 90.00 235.90 2.35 11.046
LATERAL #2 6.77 18.00 90.00 235.40 1.01 3.831
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
1,ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
T)Y=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS (DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
UPSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .06540
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .10622
.VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .08581
UNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .343 FEET ENTRANCE LOSSES = .000 FEET
-UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( 4.876) +( .000) = 4.876
-----------------------------------------------------------------------------
NODE 2073.00 : HGL = < 284.425>;EGL= < 286.505>;FLOWLINE= < 235.400>
++++++++++++++++++*+++++++++++++++++*+++++++ + + + + + + + + + + + + + + + + + + + + + + + + * + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2072.50 IS CODE = 1
fPSTREAM NODE 2072.50 ELEVATION = 246.60 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
-'IPE FLOW = 56.82 CPS PIPE DIAMETER = 30.00 INCHES
'IPE LENGTH = 224.00 FEET MANNING'S N = .02400
SF= (Q /K) * *2 = (( 56.82)/( 222.177)) * *2 = .06540
[F =L *SF = ( 224.00) *( .06540) = 14.651
---------------------------------------------------------------------------
NODE 2072.50 : HGL = < 299.075 >;EGL = < 301.156 >; FLOWLINE = < 246.600>
******************************************** * * * * * * ** * * * * * * * * * * * * * * * * * * ** * **
-'LOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 5
UPSTREAM NODE 2072.50 ELEVATION = 246.80 (FLOW IS UNDER PRESSURE)
--------------------------------------------- ------------------------ - - - - --
0.1 Celli IV V0N001MG! a (i)�1RibX9��
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 39.69 30.00 .00 246.80 2.12
8.086
DOWNSTREAM 56.82 30.00 - 246.60 2.37
11.575
LATERAL #1 17.14 18.00 90.00 247.00 1.44
9.699
LATERAL #2 .00 .00 .00 .00 .00
.000
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
,ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
7PSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .03191
) OWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .06540
rVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .04866
•TUNCTION LENGTH = 4.00 FEET
'RICTION LOSSES = .195 FEET ENTRANCE LOSSES = .000 FEET
(UNCTION LOSSES = (DY +HV1- HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 1.260) +( .000) = 1.260
---------------------------------------------------------------------------
[ODE 2072.50 : HGL = < 301.401>;EGL= < 302.416 >; FLOWLINE = <
246.800>
'LOW PROCESS FROM NODE 2072.50 TO NODE 2072.20 IS CODE = 1
JPSTREAM NODE 2072.20 ELEVATION = 248.20 (FLOW IS UNDER
PRESSURE)
-----------------------------------------------------------------------------
:ALCULATE FRICTION LOSSES(LACFCD):
'IPE FLOW = 39.69 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 28.00 FEET MANNING'S N = .02400
"F= (Q /K) * *2 = (( 39.69)/( 222.177)) * *2 = .03191
[F =L *SF = ( 28.00) *( .03191) = .894
-----------------------------------------------------------------------------
NODE 2072.20 : HGL = < 302.294 >;EGL = < 303.309 >; FLOWLINE = <
248.200>
:******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** **
UPSTREAM PIPE FLOW CONTROL DATA:
[ODE NUMBER = 2072.20 FLOWLINE ELEVATION = 248.20
ASSUMED UPSTREAM CONTROL HGL = 250.32 FOR DOWNSTREAM RUN ANALYSIS
;ND OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
HYDRAULIC ANALYSIS OF LATERAL SERVING FRAXINELLA BULB, NATURAL FLOWS
DOWNSTREAM CONTROL TAKEN FROM FILE 961 \EXIST.PIP
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
FILE NAME: 961 \EXBULB.PIP
'IME /DATE OF STUDY: 11:11 12/18/1995
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
2073.00- 48.42* 15389.72 1.94 1353.10
)
FRICTION
069.50-
46.98*
14945.74
2.28
Dc
1298.79
)
JUNCTION
^069.50-
49.76*
10049.54
1.13
895.61
}
FRICTION
.069.40-
47.19*
9545.74
1.83
Dc
674.76
)
CATCH BASIN
069.40-
48.36*
9284.83
1.83
Dc
163.62
---------------------------------------------------------------------------
MAXIMUM
NUMBER OF
ENERGY BALANCES
USED IN EACH
PROFILE =
25
---------------------------------------------------------------------------
1OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
I:ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
-!ODE NUMBER = 2073.00 FLOWLINE ELEVATION = 236.00
PIPE FLOW = 48.79 CFS PIPE DIAMETER = 30.00 INCHES
.SSUMED DOWNSTREAM CONTROL HGL = 284.425
---------------------------------------------------------------------------
NODE 2073.00 : HGL = < 284.425 >;EGL = < 285.959 >; FLOWLINE = < 236.000>
+*+******#### t#+#+*+#+#+**##*******#**+# t+## t + + + +t + + + + + * * * * * * # # # # * * * + * + + * **
r'LOW PROCESS FROM NODE 2073.00 TO NODE 2069.50 IS CODE = 1
TPSTREAM NODE 2069.50 ELEVATION = 248.30 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
_'ALCULATE FRICTION LOSSES(LACFCD):
"IPE FLOW = 48.79 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 225.00 FEET MANNING'S N = .02400
„F= (Q /K) * *2 = (( 48.79)/( 222.176)) * *2 = .04822
HF =L *SF = ( 225.00) *( .04822) = 10.850
---------------------------------------------------------------------------
ODE 2069.50 : HGL = < 295.275 >;EGL = < 296.809>;FLOWLINE= < 248.300>
LOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 5
UPSTREAM NODE 2069.50 ELEVATION = 248.50 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
ALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAM 28.20 24.00 45.00 248.50 1.83 8.976
DOWNSTREAM 48.79 30.00 - 248.30 2.28 9.939
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 20.59 = = =Q5 EQUALS BASIN INPUT = ==
T,ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
IY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01554
OWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .04822
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03188
JUNCTION LENGTH = 10.00 FEET
- RICTION LOSSES = .319 FEET ENTRANCE LOSSES = .307 FEET
UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( 2.396) +( .307) = 2.703
-----------------------------------------------------------------------------
ODE 2069.50 : HGL = < 298.262>;EGL= < 299.513L>;FLOWLINE= < 248.500>
'LOW PROCESS FROM NODE 2069.50 TO NODE 2069.40 IS CODE = 1
UPSTREAM NODE 2069.40 ELEVATION = 252.08 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
^ALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW = 28.20 CFS PIPE DIAMETER = 24.00 INCHES
-IPE LENGTH = 65.00 FEET MANNING'S N = .01300
SF= (Q /K) * *2 = (( 28.20)/( 226.226)) * *2 = .01554
F =L *SF = ( 65.00) *( .01554) = 1.010
---------------------------------------------------------------------------
NODE 2069.40 : HGL = < 299.272 >;EGL = < 300.523 >; FLOWLINE = < 252.080>
rLOW PROCESS FROM NODE 2069.40 TO NODE 2069.40 IS CODE = 8
UPSTREAM NODE 2069.40 ELEVATION = 252.41 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
_ALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
PIPE FLOW = 28.20 CFS PIPE DIAMETER = 24.00 INCHES
'LOW VELOCITY = 8.98 FEET /SEC. VELOCITY HEAD = 1.251 FEET
ATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( 1.251) = .250
-----------------------------------------------------------------------------
-TODE 2069.40 : HGL = < 300.773 >;EGL = < 300.773 >; FLOWLINE = < 252.410>
TPSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 2069.40 FLOWLINE ELEVATION = 252.41
SSUMED UPSTREAM CONTROL HGL = 254.24 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
---------------------------------------------------------------------------
ND OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* # *t # * * * * * * * * * * * * * * * # * # ## DESCRIPTION OF STUDY # # * *t * * * *tt # # * *t * * * * * * * * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* OFFSITE HYDRAULIC ANALYSIS OF LATERAL TO INLET ON PERIWINKLE
CONTROL FROM 961 \EXIST.PIP, FLOWS FROM 961 \NATROSE.DAT
* t*#**********##*#* t*****########*** t##*** # # * * * * * * * * * * * * * * * * * * * # *t * # * * # **
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
-ILE NAME: 961 \EXIST207.LAT
TIME /DATE OF STUDY: 11:10 12/18/1995
***#**#####***##*#******#****** t**********#* * * # #t # # * * * # * * # * # * * # * # * * * # # * # * ##
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE +,
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
072.50- 54.40* 6248.10 1.44 Dc 412.64
} FRICTION
207.00- 54.60* 6270.25 1.44 Dc 412.64
} CATCH BASIN
207.00- 56.08* 6101.06 1.44 Dc 76.61
---------------------------------------------------------------------------
AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
- -ODE NUMBER = 2072.50 FLOWLINE ELEVATION = 247.00
IPE FLOW = 17.40 CFS PIPE DIAMETER = 18.00 INCHES
rySSUMED DOWNSTREAM CONTROL HGL = 301.401
-----------------------------------------------------------------------------
ODE 2072.50 : HGL = < 301.401 >;EGL = < 302.906>;FL0WLINE= < 247.000>
* t**#***** t** t************#******* t**********# # # # * # * #t # * *tt * # # *t * * * * # * *t * * * **
LOW PROCESS FROM NODE 2072.50 TO NODE 207.00 IS CODE = 1
PSTREAM NODE 207.00 ELEVATION = 247.54 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
- ALCULATE FRICTION LOSSES (LACFCD) :
IPE FLOW = 17.40 CFS PIPE DIAMETER = 18.00 INCHES
vIPE LENGTH = 27.00 FEET MANNING'S N = .01300
°F= (Q /K) * *2 = (( 17.40)/( 105.043)) * *2 = .02744
F =L *SF = ( 27.00) *( .02744) _ .741
-----------------------------------------------------------------------------
ODE 207.00 : HGL = < 302.142>;EGL= < 303.647>;FLOWLINE= < 247.540>
vLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 8
PSTREAM NODE 207.00 ELEVATION = 247.87 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
IPE FLOW = 17.40 CFS PIPE DIAMETER = 18.00 INCHES
LOW VELOCITY = 9.85 FEET /SEC. VELOCITY HEAD = 1.505 FEET
CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) _ .2 *( 1.505) = .301
---------------------------------------------------------------------------
ODE 207.00 : HGL = < 303.948>;EGL= < 303.948>;FLOWLINE= < 247.870>
++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
PSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 207.00 FLOWLINE ELEVATION = 247.87
ASSUMED UPSTREAM CONTROL HGL = 249.31 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------
END OF GRADUALLY VARIED FLOW ANALYSIS
FILE NAME
APPENDIX B
ONSTTE HYDROLOGY — PROPOSED DEVELOPMENT
100 YEAR DESIGN STORM
CONTENTS
961 \ONSITEI.DAT
Southeast bulb to first inlet on main street
961\DEVSOUTH.DAT
First inlet on main street to South basin discharge
961 \ONSITE2.DAT
Northeast bulb to first inlet on North side of main street
961\DEVSWEST.DAT
First inlet on North side of main street to Southwest basin
discharge
961\ONSITEIDAT
Main street flows to end of Burning Bush
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* + + * + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY * + + + + + + * * * + + + + + + * * + + + + + + +*
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS FOR SOUTHEAST CORNER TO FIRST INLET ON SOUTH SIDE OF
MAIN STREET
FILE NAME: 961 \ONSITEI.DAT
TIME /DATE OF STUDY: 15:45 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
- - - - - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 3.00.
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
++++ x****** x* x+* x+ x* xxxxxxxxx++#+# x## x** xxx * + * * # # + + * + + * * * * # # # # * *x *xxx *x * **
FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE = 21
--------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .67
********** xxx******#********* x* x++++*+++*** x * *x + + + + * * * * * * + + + + * + # + + + + + * * * #*
FLOW PROCESS FROM NODE 4001.00 TO NODE 4002.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION 375.00 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.96
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .30
HALFSTREET FLOODWIDTH(FEET) = 8.46
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.55
PRODUCT OF DEPTH &VELOCITY = 1.05
STREETFLOW TRAVELTIME(MIN) = 2.53 TC(MIN) = 15.06
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.623
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.58
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.26
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY = 1.36
FLOW PROCESS FROM NODE 4002.00 TO NODE 4009.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.06
RAINFALL INTENSITY(INCH /HR) = 3.62
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26
FLOW PROCESS FROM NODE 4005.00 TO NODE 4006.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .67
FLOW PROCESS FROM NODE 4006.00 TO NODE 4009.00 IS CODE = 6
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION 359.50
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DEC I MAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.38
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.56
PRODUCT OF DEPTH &VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 14.77
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.668
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.43
SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.10
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) = 4.03 DEPTH* VELOCITY = 1.27
t*********+********+*****t*+t***********++*+* * * * * + + * * * * * * * * * + *t * * * * * * * * + *tt+
FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
-------------------=------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 14.77
RAINFALL INTENSITY(INCH /HR) = 3.67
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.26
15.06
3.623
2.60
2
4.10
14.77
3.668
2.00
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
9.30
14.77
3.668
2 9.31 15.06 3.623
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.31 Tc(MIN.) = 15.06
TOTAL AREA(ACRES) = 4.60
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
----------------- - - - - --
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
4009.00 TO NODE 4018.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
-----------==--------------------------------------
---------------------------------------------------
359.50 DOWNSTREAM ELEVATION = 341.00
280.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.70
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .36
HALFSTREET FLOODWIDTH(FEET) = 11.62
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.61
PRODUCT OF DEPTH &VELOCITY = 2.37
STREETFLOW TRAVELTIME(MIN) = .71 TC(MIN) = 15.76
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.518
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .77
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 10.08
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET /SEC.) = 6.2B DEPTH *VELOCITY = 2.33
********************************************* *** * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 4018.00 TO NODE 4019.00 IS CODE = 6
-- - -- -- - -- - ---------------------- --- - - - - --
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 341.00 DOWNSTREAM ELEVATION = 339.60
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.18
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .46
HALFSTREET FLOODWIDTH(FEET) = 16.82
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45
PRODUCT OF DEPTH &VELOCITY = 1.60
STREETFLOW TRAVELTIME(MIN) = .48 TC(MIN) = 16.24
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.450
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .19
SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 10.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82
FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY = 1.61
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 10.27
TOTAL AREA(ACRES) = 5.10
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 10.27 15.96
2 10.27 16.24
Tc(MIN.) = 16.24
--------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* POST DEVELOPED FLOWS DRAINING SOUTHERLY
* INCLUDES PICKING UP SOME DRAINAGE FROM MAIN STREET IN 18" RCP
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: 961 \DEVSOUTH.DAT
TIME /DATE OF STUDY: 16:35 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
++*+*+++****+**+++++++++++++***+**+**++**+* + + + + + * ++ * + * * + * * * * * * * * * * * * * * * + **
FLOW PROCESS FROM NODE 5000.00 TO NODE 5001.00 IS CODE = 21
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .74
**++*+**++++++*++*+++*******++++****+**+*+* + + * + * * * * * * * * + * * * * + + + + * * * * * * + + **
FLOW PROCESS FROM NODE 5001.00 TO NODE 5010.00 IS CODE = 6
---------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 341.40
STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.05
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .42
HALFSTREET FLOODWIDTH(FEET) = 14.65
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.35
PRODUCT OF DEPTH &VELOCITY = .56
STREETFLOW TRAVELTIME(MIN) = 3.22 TC(MIN) = 14.06
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.786
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.58
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.32
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .49 HALFSTREET FLOODWIDTH(FEET) = 18.00
FLOW VELOCITY(FEET /SEC.) = 1.52 DEPTH *VELOCITY = .74
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.06
RAINFALL INTENSITY(INCH /HR) = 3.79
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.32
FLOW PROCESS FROM NODE 5005.00 TO NODE 5006.00 IS CODE = 21
------ - - - - - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .49
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .49
FLOW PROCESS FROM NODE 5006.00 TO NODE 5010.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 339.40
STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.17
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 12.64
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.057
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.34
SUMMED AREA(ACRES) _ .80 TOTAL RUNOFF(CFS) = 1.83
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY = .65
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 12.64
RAINFALL INTENSITY(INCH /HR) = 4.06
TOTAL STREAM AREA(ACRES) = .80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.32
14.06
3.786
2.50
2
1.83
12.64
4.057
.80
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK
FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
6.80
12.64
4.057
2 7.03 14.06 3.786
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 14.06
TOTAL AREA(ACRES) = 3.30
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.06
RAINFALL INTENSITY(INCH /HR) = 3.79
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.03
--------------------------------------------------- --- ---------- ---- - - - - -+
ADD IN RUNOFF FOR A 10' B -1 INLET AT NODE 4018
5.27 CFS IS INTERCEPTED, WHICH REPRESENTS 5216 OF THE FLOW
USE 2.6 ACRES AS THE EFFECTIVE AREA
+------------------------------------- - - - - -- -------------- ------ - - - - -+
FLOW PROCESS FROM NODE 4018.00 TO NODE 5010.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
---------------------------------------------------------------------- - - - ---
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.24 RAIN INTENSITY(INCH /HOUR) = 3.45
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.27
FLOW PROCESS FROM NODE 4018.00 TO NODE 5010.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
------------------------------------------------- -------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.7
UPSTREAM NODE ELEVATION = 333.00
DOWNSTREAM NODE ELEVATION = 329.00
FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.27
TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 17.41
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------- -----------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.)
= 17.41
Tc
RAINFALL INTENSITY(INCH /HR)
= 3.30
(CFS)
TOTAL STREAM AREA(ACRES) =
2.60
1
PEAK FLOW RATE(CFS) AT CONFLUENCE =
5.27
** CONFLUENCE DATA **
2
11.62
STREAM RUNOFF Tc
INTENSITY
AREA
NUMBER (CFS) (MIN.)
(INCH /HOUR)
(ACRE)
1 6.80 12.64
4.057
3.30
1 7.03 14.06
3.786
3.30
2 5.27 17.41
3.300
2.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
iii »le \;�y�[�]:�:7:YY�■IV \clllaEia
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
11.08
12.64
4.057
2
11.62
14.06
3.786
3
11.40
17.41
3.300
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.62 Tc(MIN.) = 14.06
TOTAL AREA(ACRES) = 5.90
FLOW PROCESS FROM NODE 5010.00 TO NODE 5011.00 IS CODE = 3
----------------------------------------------------------------------------
» » >CO;IPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------- ----- - - ----
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.1
UPSTREAM NODE ELEVATION = 332.00
DOWNSTREAM NODE ELEVATION = 330.00
FLOWLENGTH(FEET) = 125.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.62
TRAVEL TIME(MIN.) = .26 TC(MIN.) = 14.32
++++*+++++*+++++++*+++++++*++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 26.0
UPSTREAM NODE ELEVATION = 330.00
DOWNSTREAM NODE ELEVATION = 286.00
FLOWLENGTH(FEET) = 125.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.62
TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 14.40
FLOW PROCESS FROM NODE 5012.00 TO NODE 5013.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.729
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.36
TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 14.98
TC(MIN) = 14.40
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 14.98 Tc(MIN.) = 14.40
TOTAL AREA(ACRES) = 7.90
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 14.67 12.98
2 14.98 14.40
3 14.33 17.74
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS FOR NORTHEAST CORNER OF THE PROPERTY
INCLUDES 2 UPPER CUL -DE -SACS ON NORTH SIDE FLOWING TO NORTHERLY INLET
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: 961 \ONSITE2.DAT
TIME /DATE OF STUDY: 17:26 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM I�VENT(YEAR) = 3.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 21
>> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
---------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 14.06
TOTAL AREA(ACRES) = 3.30
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------=-=---------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.06
RAINFALL INTENSITY(INCH /HR) = 3.79
TOTAL STREAM AREA(ACRES) = 3.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.03
- - - - - -- --------- ------------------------ - - - - -+
ADD IN RUNOFF FOR A 10' B -1 INLET AT NODE 4018
5.27 CFS IS INTERCEPTED, WHICH REPRESENTS 52% OF THE FLOW
USE 2.6 ACRES AS THE EFFECTIVE AREA
+------------------------------------------ - - - - -- --------------- - - - - -+
FLOW PROCESS FROM NODE 4018.00 TO NODE 5010.00 IS CODE = 7
>> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------=-
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.62 RAIN INTENSITY(INCH /HOUR) = 3.54
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.27
FLOW PROCESS FROM NODE 4018.00 TO NODE 5010.00 IS CODE = 3
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
----------------------------------------------------=-=--------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.7
UPSTREAM NODE ELEVATION = 333.00
DOWNSTREAM NODE ELEVATION = 329.00
FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.27
TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 16.79
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.79
FLOW PROCESS FROM NODE 6001.00 TO NODE 6009.00 IS CODE = 6
--------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
------------------------------------------------------------------ ---------
UPSTREAM ELEVATION = 380.50 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSS FALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.24
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.76
PRODUCT OF DEPTH &VELOCITY = .99
STREETFLOW TRAVELTIME(MIN) = 2.22 TC(MIN) = 14.34
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.739
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.08
SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.77
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 8.98
FLOW VELOCITY (FEET /SEC.) = 4.08 DEPTH *VELOCITY = 1.25
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
------ ---- - - - - -- --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
------------------------------------------------------------------ -- ------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.34
RAINFALL INTENSITY(INCH /HR) = 3.74
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77
FLOW PROCESS FROM NODE 6005.00 TO NODE 6006.00 IS CODE = 21
---------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
------------------------------------------------- --------- ----------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 5006.00 TO NODE 5010.00 IS CODE = 6
---------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION 339.40
STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.17
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 12.64
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.057
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.34
SUMMED AREA(ACRES) _ .80 TOTAL RUNOFF(CFS) = 1.83
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY = .65
FLOW PROCESS FROM NODE 5010.00 TO NODE 5010.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
--------------------------------------------------------
--------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.64
RAINFALL INTENSITY(INCH /HR) = 4.06
TOTAL STREAM AREA(ACRES) _ .80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.32
14.06
3.786
2.50
2
1.83
12.64
4.057
.80
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
6.80
12.64
4.057
2
7.03
14.06
3.786
FLOW PROCESS FROM NODE 6006.00 TO NODE 6009.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 380.50 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.55
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.81
PRODUCT OF DEPTH &VELOCITY = 1.05
STREETFLOW TRAVELTIME(MIN) = 2.19 TC(MIN) = 14.31
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.744
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.71
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.39
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) 4.31 DEPTH *VELOCITY = 1.36
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 14.31
RAINFALL INTENSITY(INCH /HR) = 3.74
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.39
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
3.77
14.34
3.739
1.80
2
4.39
14.31
3.744
2.10
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK
FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
8.16
14.31
3.744
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.02
RAINFALL INTENSITY(INCH /HR) = 3.98
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
11.61
11.92
4.213
6.40
1
11.73
12.17
4.156
6.40
1
12.92
16.10
3.470
6.40
1
12.91
16.18
3.459
6.40
2
5.09
11.34
4.351
2.10
3
2.44
13.02
3.978
1.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE
TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.56 11.34 4.351
2 18.84 11.92 4.213
3 18.93 12.17 4.156
4 18.36 13.02 3.978
5 19.10 16.10 3.470
6 19.08 16.18 3.459
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.10 Tc(MIN.) = 16.10
TOTAL AREA(ACRES) = 9.60
END OF STUDY SUMMARY:
PEAK
FLOW RATE(CFS)
= 19.10 Tc(MIN.) _
TOTAL
AREA(ACRES) =
9.60
* ** PEAK
FLOW RATE
TABLE * **
Q(CFS) Tc(MIN.)
1
18.56
11.34
2
18.84
11.92
3
18.93
12.17
4
18.36
13.02
5
19.10
16.10
6
19.08
16.18
END OF RATIONAL METHOD ANALYSIS
16.10
2 8.16 14.34 3.739
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.16 Tc(MIN.) = 14.31
TOTAL AREA(ACRES) = 3.90
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6009.00 TO NODE 6019.00 IS CODE = 6
--------------------------------------------------------------------------
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 359.50 DOWNSTREAM ELEVATION = 340.50
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.46
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .35
HALFSTREET FLOODWIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.33
PRODUCT OF DEPTH &VELOCITY = 2.20
STREETFLOW TRAVELTIME(MIN) = .79 TC(MIN) = 15.10
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.616
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .60
SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 8.76
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62
FLOW VELOCITY(FEET /SEC.) = 5.97 DEPTH *VELOCITY = 2.14
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
------------------------------------------------------------------- ------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.10
RAINFALL INTENSITY(INCH /HR) = 3.62
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.76
FLOW PROCESS FROM NODE 6010.00 TO NODE 6011.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------- ------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 130.00
UPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION = 353.70
ELEVATION DIFFERENCE _ .30
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.183
SUBAREA RUNOFF(CFS) _ .53
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .53
FLOW PROCESS FROM NODE 6011.00 TO NODE 6019.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 351.50 DOWNSTREAM ELEVATION = 340.50
STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06
PRODUCT OF DEPTH &VELOCI'T'Y = .97
STREETFLOW TRAVELTIME(MIN) = 3.38 TC(MIN) = 21.78
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.855
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 5.18
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 5.71
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.59
FLOW VELOCITY(FEET /SEC.) = 3.35 DEPTH *VELOCITY = 1.27
********************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 21.78
RAINFALL INTENSITY(INCH /HR) = 2.86
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
----------------------------------------------------------=-------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.00
DOWNSTREAM ELEVATION = 323.50
ELEVATION DIFFERENCE = 1.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 4026.00 TO NODE 4029.00 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 323.00 DOWNSTREAM ELEVATION 319.00
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.56
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.96
PRODUCT OF DEPTH &VELOCITY = .75
STREETFLOW TRAVELTIME(MIN) _ .90 TC(MIN) = 13.02
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.978
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.75
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.44
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY(FEET /SEC.) = 3.25 DEPTH *VELOCITY = .93
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
1 8.76 15.10 3.616 4.20
1 8.76 15.13 3.611 4.20
2 5.71 21.78 2.855 3.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 13.26 15.10 3.616
2 13.27 15.13 3.611
3 12.63 21.78 2.855
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.27 Tc(MIN.) = 15.13
TOTAL AREA(ACRES) = 7.80
FLOW PROCESS FROM NODE 6019.00 TO NODE 6029.00 IS CODE = 6
------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 340.50 DOWNSTREAM ELEVATION = 337.50
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.37
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.09
AVERAGE FLOW VELOCITY (FEET/ SEC.) = 5.58
PRODUCT OF DEPTH &VELOCITY = 2.39
STREETFLOW TRAVELTIME(MIN) _ .24 TC(MIN) = 15.37
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.575
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .20
SUMMED AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 13.46
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09
FLOW VELOCITY(FEET /SEC.) = 5.62 DEPTH *VELOCITY = 2.41
FLOW PROCESS FROM NODE 6029.00 TO NODE 6029.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.37
ttttt + + + + +ttt +tt +ttttttttttt + +tttt+ tttttt +t +tttt + + +tttttttttttt + + + +t +tttttt
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 21
-- - -- ---------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 323.00
ELEVATION DIFFERENCE = 2.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.650
SUBAREA RUNOFF(CFS) = 1.02
TOTAL AREA(ACRES) _ .40 TOTAL RUNOFF(CFS) = 1.02
t +t + +t + + + +ttt +tt + + + + +t+ tttttt + + +t + + + + + + + + +t +t + +ttt +tt + ++ +tttttt + ++ +ttttttt ++
FLOW PROCESS FROM NODE 4021.00 TO NODE 4029.00 IS CODE = 6
---- - - - - --- -----------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------------------------------- - - - - --
UPSTREAM ELEVATION = Sm3 -.-0'0- DOWNSTREAM ELEVATION = 319.00
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.06
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01
PRODUCT OF DEPTH &VELOCITY = .95
STREETFLOW TRAVELTIME(MIN) = 1.11 TC(MIN) = 11.34
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.351
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.07
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.09
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 11.55
FLOW VELOCITY(FEET /SEC.) = 3.50 DEPTH *VELOCITY = 1.25
+ + +t + +t + + + + + ++ +ttttttt + +tttt +ttttt +t ++ ++ttttttt +tttttttttttt +++++ttttttt ++
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
-------------------------------------------------------
- --------------- -
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.34
RAINFALL INTENSITY(INCH /HR) = 4.35
RAINFALL INTENSITY(INCH /HR) = 3.58
DOTAL STREAM AREA(ACRES) = 7.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.46
FLOW PROCESS FROM NODE 6020.00 TO NODE 6021.00 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
--------------------------------------------------------------------------
- ------ - - - - -- - - - - -- -
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 140.00
UPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION = 352.60
ELEVATION DIFFERENCE = 1.40
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260
SUBAREA RUNOFF(CFS) _ .70
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .70
+++++++++++++++++++++++++++++++++++++++++++ * + + + + + + * + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6021.00 TO NODE 6029.00 IS CODE = 6
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 351.50 DOWNSTREAM ELEVATION 337.50
STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.91
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15
PRODUCT OF DEPTH &VELOCITY = .96
STREETFLOW TRAVELTIME(MIN) = 3.28 TC(MIN) = 15.00
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.632
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.40
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.10
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55
FLOW VELOCITY(FEET /SEC.) = 3.51 DEPTH *VELOCITY = 1.25
FLOW PROCESS FROM NODE 6029.00 TO NODE 6029.00 IS CODE = 1
-------------------------------------------------------------------- - - - - --
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 10.68 11.34 4.350
2 10.82 11.60 4.286
3 12.15 15.54 3.550
4 12.15 15.62 3.538
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.15 Tc(MIN.) = 15.54
TOTAL AREA(ACRES) = 6.00
FLOW PROCESS FROM NODE
------------------------
>>>>>COMPUTE STREETFLOW
------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
4019.00 TO NODE 4028.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA<< <<<
---------------------------------------------------
339.50 DOWNSTREAM ELEVATION = 322.00
240.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.53
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .38
HALFSTREET FLOODWIDTH(FEET) = 12.77
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.16
PRODUCT OF DEPTH &VELOCITY = 2.73
STREETFLOW TRAVELTIME(MIN) = .56 TC(MIN) = 16.10
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.470
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .76
SUMMED AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) = 12.92
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35
FLOW VELOCITY(FEET /SEC.) = 6.80 DEPTH *VELOCITY = 2.67
+************************************++****** * * * * * * * * * * * * * * * + * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 4028.00 TO NODE 4029.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.10
RAINFALL INTENSITY(INCH /HR) = 3.47
TOTAL STREAM AREA(ACRES) = 6.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.92
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 15.00
RAINFALL INTENSITY(INCH /HR) = 3.63
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
13.46
15.34
1
13.46
15.37
1
12.79
22.03
2
5.10
15.00
STREAM 2 ARE:
5.10
INTENSITY
AREA
(INCH /HOUR)
(ACRT)
3.580
7.10
3.575
7.90
2.834
7.90
3.632
2.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.36 15.00 3.632
2 18.48 15.34 3.580
3 18.48 15.37 3.575
4 16.76 22.03 2.834
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.48 Tc(MIN.) = 15.34
TOTAL AREA(ACRES) = 10.40
FLOW PROCESS FROM NODE 6029.00 TO NODE 6030.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 337.50 DOWNSTREAM ELEVATION = 324.00
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.68
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.09
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.80
PRODUCT OF DEPTH &VELOCITY = 3.34
STREETFLOW TRAVELTIME(MIN) = .36 TC(MIN) = 15.70
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.526
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .39
SUMMED AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = 18.87
END OF SUBAREA STREETFLOW HYDRAULICS:
ELEVATION DIFFERENCE = 1.20
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .49
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .49
FLOW PROCESS FROM NODE 4016.00 TO NODE 4019.00 IS CODE = 6
- - - -- - - --
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
341.80
Tc
DOWNSTREAM ELEVATION 339.50
STREET LENGTH(FEET) =
80.00
(CFS)
CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET)
= 18.00
1
10.16
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .19
HALFSTREET FLOODWIDTH(FEET) = 3.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = .50 TC(MIN) = 11.34
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .20 HALFSTREET FLOODWIDTH(FEET) =
FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY =
61
3.82
.56
.24
73
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.34
RAINFALL INTENSITY(INCH /HR) = 4.35
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .73
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
10.16
15.54
3.550
5.00
1
10.16
15.62
3.538
5.00
2
1.68
11.60
4.286
.70
3
.73
11.34
4.350
.30
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09
FLOW VELOCITY (FEET/ SEC.) = 7.88 DEPTH *VELOCITY = 3.37
--------------------------------------------------------------------------
--------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 18.87 Tc(MIN.) = 15.70
TOTAL AREA(ACRES) = 10.60
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 18.76 15.36
2 18.87 15.70
3 18.87 15.73
4 17.07 22.41
END OF RATIONAL METHOD ANALYSIS
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .74
FLOW PROCESS FROM NODE 4011.00 TO NODE 4019.00 IS CODE = 6
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
----------=
UPSTREAM ELEVATION 342.00 DOWNSTREAM ELEVATION -----------------------------------------------------------------
339.60
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CPS) = 1.21
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.64
PRODUCT OF DEPTH &VELOCITY = .64
STREETFLOW TRAVELTIME(MIN) _ .76 TC(MIN) = 11.60
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.286
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .94
SUMMED AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 1.68.
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .27 HALFSTREET FLOODWIDTH(FEET) = 6.99
FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY = .74
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.60
RAINFALL INTENSITY(INCH /HR) = 4.29
TOTAL STREAM AREA(ACRES) _ .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.68
FLOW PROCESS FROM NODE 4015.00 TO NODE 4016.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
---------------------------------------------------------------------------
----------------- ---------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 343.00
DOWNSTREAM ELEVATION = 341.80
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * + * * * * * * * * * * * * * * * ++ DESCRIPTION OF STUDY * *x * * + * * * *x * *x * * * * **xxxxx*
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS EXITING PROPERTY AT THE SOUTHWEST TO FRAXINELLA BULB
* *
* x****+******** xx*++* x* x* x* xx* x**+**+*+** x * + * * * + * + + + * * * * + * * * * * * *x *x * * * + **
FILE NAME: 961 \DEVSWEST.DAT
TIME /DATE OF STUDY: 8:48 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 3.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 4018.00 TO NODE 4018.00 IS CODE = 7
>> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
===-----------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.24 RAIN INTENSITY(INCH /HOUR) = 3.45
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 5.00
FLOW PROCESS FROM NODE 4018.00 TO NODE 4019.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 341.00 DOWNSTREAM ELEVATION = 339.60
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) = 083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .38
HALFSTREET FLOODWIDTH(FEET) = 12.77
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91
PRODUCT OF DEPTH &VELOCITY = 1.11
STREETFLOW TRAVELTIME(MIN) _ .57 TC(MIN) = 16.81
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.374
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .19
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.19
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET /SEC.) = 2.96 DEPTH *VELOCITY = 1.13
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.81
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
-------------------------------------=-=-=----=---------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .74
FLOW PROCESS FROM NODE 4011.00 TO NODE 4019.00 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 339.60
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION 339.50
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .61
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .19
HALFSTREET FLOODWIDTH(FEET) = 3.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = .50 TC(MIN) = 11.34
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .24
SUMMED AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) = .73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .20 HALFSTREET FLOODWIDTH(FEET) = 3.82
FLOW VELOCITY (FEET/ SEC.) = 2.77 DEPTH *VELOCITY = .56
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
--------- --- ---------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « <
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 11.34
RAINFALL INTENSITY(INCH /HR) = 4.35
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .73
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.19
16.81
3.374
2.50
2
1.44
11.69
4.267
.60
3
.73
11.34
4.350
.30
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
6.17
11.34
4.350
2
6.26
11.69
4.267
3
6.89
16.81
3.374
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.89 Tc(MIN.) = 16.81
TOTAL AREA(ACRES) = 3.40
FLOW PROCESS FROM NODE
>>>>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
4019.00 TO NODE 4028.00 IS CODE = 6
----------------
TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------------
339.50 DOWNSTREAM ELEVATION = 322.00
240.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.26
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.98
PRODUCT OF DEPTH &VELOCITY = 2.01
STREETFLOW TRAVELTIME(MIN) _ .67 TC(MIN) = 17.48
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.291
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .72
SUMMED AREMACRES) = 3.80 TOTAL RUNOFF(CFS) 7.62
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .34 HALFSTREET FLOODWIDTH(FEET) = 10.46
FLOW VELOCITY(FEET /SEC.) = 6.28 DEPTH *VELOCITY = 2.11
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4028.00 TO NODE 6031.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
------ - ---------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.5
UPSTREAM NODE ELEVATION = 316.00
DOWNSTREAM NODE ELEVATION = 315.40
FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 7.62
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 17.52
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
--------------- ----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.52
RAINFALL INTENSITY(INCH /HR) = 3.29
TOTAL STREAM AREA(ACRES) = 3.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.70 RAIN INTENSITY(INCH /HOUR) = 3.53
TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 9.94
FLOW PROCESS FROM NODE 6030.00 TO NODE 6031.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.4
UPSTREAM NODE ELEVATION = 316.00
DOWNSTREAM NODE ELEVATION = 315.40
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 9.94
TRAVEL TIME(MIN.) = .16 TC(MIN.) = 15.86
+++*++++++++++++++*+++++*++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.86
RAINFALL INTENSITY(INCH /HR) = 3.50
TOTAL STREAM AREA(ACRES) = 5.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
7.09
12.04
4.186
3.80
1
7.17
12.37
4.112
3.80
1
7.62
17.52
3.286
3.80
2
9.94
15.86
3.504
5.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 15.41 12.04 4.186
2 15.64 12.37 4.112
3 17.08 15.86 3.504
4 16.94 17.52 3.286
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.08 Tc(MIN.) = 15.86
TOTAL AREA(ACRES) = 9.40
FLOW PROCESS FROM NODE 6031.00 TO NODE 6032.00 IS CODE = 3
-- - - - - --
>> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.2
UPSTREAM NODE ELEVATION = 314.40
DOWNSTREAM NODE ELEVATION = 312.00
FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.08
TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 16.26
FLOW PROCESS FROM NODE 6032.00 TO NODE 6033.00 IS CODE = 3
>> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
----------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.
PIPEFLOW VELOCITY(FEET /SEC.) = 7.8
UPSTREAM NODE ELEVATION = 309.00
DOWNSTREAM NODE ELEVATION = 307.50
FLOWLENGTH(FEET) = 140.00 MANNING'S
ESTIMATED PIPE DIAMETER(INCH) = 24.00
PIPEFLOW THRU SUBAREA(CFS) = 17.08
TRAVEL TIME(MIN.) _ .30 TC(MIN.) _
----------------------------------
8 INCHES
N = .013
NUMBER OF PIPES =
16.56
FLOW PROCESS FROM NODE 6033.00 TO NODE 6034.00 IS CODE = 4
1
----- - - - - --
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<< <<<
--------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 25.9
UPSTREAM NODE ELEVATION = 307.50
DOWNSTREAM NODE ELEVATION = 269.00
FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.08
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 16.65
FLOW PROCESS FROM NODE 6034.00 TO NODE 6035.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
-------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.5
UPSTREAM NODE ELEVATION = 268.70
DOWNSTREAM NODE ELEVATION = 268.30
FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.08
TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 16.71
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6035.00 TO NODE 6036.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
-------------------------------------------------------------
-------------------------------------------------------------
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.387
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.35
TOTAL AREA(ACRES) = 11.60 TOTAL RUNOFF(CFS) = 20.44
TC(MIN) = 16.71,
-------------------------------------------------------------
-------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 20.44 Tc(MIN.) = 16.71
TOTAL AREA(ACRES) = 11.60
* ** PEAK FLOW RATE TABLE * **
Q (CFS) Tc (MIN. )
1 19.37 ,12.93
2 19.53 13.26
3 20.44 16.71
4 20.09 18.37
hl
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ * + * + * + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + * * + * + * + * * * * +#
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
POST DEVELOPED FLOWS EXITING AT BURNING BUSH
+ +
FILE NAME: 961 \ONSITE3.DAT
TIME /DATE OF STUDY: 17:50 11/ 9/1995
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 320.00
ELEVATION DIFFERENCE = 5.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.509
SUBAREA RUNOFF(CFS) = 1.21
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.21
FLOW PROCESS FROM NODE 4009.00 TO NODE 4018.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 359.50 DOWNSTREAM ELEVATION = 341.00
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.77
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.09
PRODUCT OF DEPTH &VELOCITY = 2.25
STREETFLOW TRAVELTIME(MIN) _ .77 TC(MIN) = 15.62
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.538
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .78
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 10.16
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .37 [3ALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET /SEC.) = 6.33 DEPTH *VELOCITY = 2.34
FLOW PROCESS FROM NODE 4018.00 TO NODE 4019.00 IS CODE = 1
---------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.62
RAINFALL INTENSITY(INCH /HR) = 3.54
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.16
**+***#*****+******++++++**++**************** + # * * * + * + * + + + + * * + * * + + + * + * * * * * * ++
FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 21
---------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.60
ELEVATION DIFFERENCE = 1.20
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38
PRODUCT OF DEPTH &VELOCITY = .58
STREETFLOW TRAVELTIME(MIN) _ .84 TC(MIN) = 11.69
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.267
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .70
SUMMED AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = 1.44
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .25 HALFSTREET FLOODWIDTH(FEET) = 6.41
FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY = .69
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.69
RAINFALL INTENSITY(INCH /HR) = 4.27
TOTAL STREAM AREA(ACRES) _ .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44
FLOW PROCESS FROM NODE 4015.00 TO NODE 4016.00 IS CODE = 21
---------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
-------------------------------------------------------------- --------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .49
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .49
FLOW PROCESS FROM NODE 4016.00 TO NODE 4019.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
FLOW PROCESS FROM NODE 4021.00 TO NODE 4029.00 IS CODE = 6
-------- - - - -- --
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 323.50 DOWNSTREAM ELEVATION 320.00
STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.99
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .33
HALFSTREET FLOODWIDTH(FEET) = 10.01
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.67
PRODUCT OF DEPTH &VELOCITY = .87
STREETFLOW TRAVELTIME(MIN) = 1.40 TC(MIN) = 9.27
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.956
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.54
SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 4.76
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) = 12.07
FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY 1.11
*####+#******++*#**+* tt## t+* t**++ t++ t*** t* t++ # + + + # # # # * * * * * * * * * * * + + *t * + # # +ttt
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.27
RAINFALL INTENSITY(INCH /HR) = 4.96
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76
**+++**+*# t*****++*+#++***+*******+*+***+** * * * * * * * * + + *t * * * * * * * * * * * * * * * # * *#
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 21
- - - -- -- - - - - - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 324.00
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
-----------------------------------------------------------------
-----------------------------------------------------------------
UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.38
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.56
PRODUCT OF DEPTH &VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 14.77
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.668
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.43
SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.10
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) = 4.03 DEPTH *VELOCITY = 1.27
FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
---------------------------------------------------------------------------
-------- - -------------------- - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.77
RAINFALL INTENSITY(INCH /HR) = 3.67
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.30
14.85
3.655
2.60
2
4.10
14.77
3.668
2.00
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 9.38 14.77
2 9.39 14.85
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 9.
TOTAL AREA(ACRES) = 4.60
INTENSITY
(INCH /HOUR)
3.668
3.655
ARE AS FOLLOWS:
39 Tc(MIN.) = 14.85
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE
>>>>> COMPUTE STREETFLOW
-------------------------
---------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
4026.00 TO NODE 4029.00 IS CODE = 6
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
323.50 DOWNSTREAM ELEVATION = 320.00
180.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.55
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61
PRODUCT OF DEPTH &VELOCITY = .69
STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 13.28
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.930
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.73
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.42
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY = .86
*********+**+*********+*+*****+*****+***+** * * * * * * + + * + + * + + * + + + + + + * * + + + * * * +*
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.28
RAINFALL INTENSITY(INCH /HR) = 3.93
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
4.76
9.27
4.956
1.70
2
2.42
13.28
3.930
1.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.98
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .30
HALFSTREET FLOODWIDTH(FEET) = 8.46
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.58
PRODUCT OF DEPTH &VELOCITY = 1.06
STREETFLOW TRAVELTIME(MIN) = 2.33 TC(MIN) = 14.85
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.655
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.62
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.30
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04
FLOW VELOCITY(FEET /SEC.) = 3.96 DEPTH *VELOCITY = 1.38
FLOW PROCESS FROM NODE 4002.00 TO NODE 4009.00 IS CODE = 1
- -------- - - - - -- -- - - - - --
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.85
RAINFALL INTENSITY(INCH /HR) = 3.66
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30
FLOW PROCESS FROM NODE 4005.00 TO NODE 4006.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .67
FLOW PROCESS FROM NODE 4006.00 TO NODE 4009.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
NUMBER (CFS)
1 6.67
2 6.19
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
(MIN.) (INCH /HOUR)
9.27 4.956
13.28 3.930
ESTIMATES ARE AS FOLLOWS:
6.67 Tc(MIN.) _
2.80
* * * * * *t * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE
-----------------------
>> >>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
9.27
4029.00 TO NODE 4109.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA<<<<<
------------------------ --------------- ------------
320.00 DOWNSTREAM ELEVATION = 312.00
580.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.79
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .45
HALFSTREET FLOODWIDTH(FEET) = 16.24
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.55
PRODUCT OF DEPTH &VELOCITY = 1.60
STREETFLOW TRAVELTIME(MIN) = 2.72 TC(MIN) = 11.99
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.197
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.23
SUMMED AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 12.90
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 49 HALFSTREET FLOODWIDTH(FEET) = 17.98
FLOW VELOCITY(FEET /SEC.) = 3.85 DEPTH *VELOCITY = 1.87
********************** t************** t***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *tt
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 11.99
RAINFALL INTENSITY(INCH /HR) = 4.20
TOTAL STREAM AREA(ACRES) 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90
FLOW PROCESS FROM NODE 4100.00 TO NODE 4101.00 IS CODE = 21
----------------------------------------------------------------------------
»>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
------------------------------------------------------------
FILE NAME: 961 \ONSITEI.DAT
TIME /DATE OF STUDY: 14:45 11/ 9/1995
-------------------------------------------------------------------- -- - - - - --
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 3.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE,TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE = 21
---------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
-
------- - -------------------------------------------------------------------
-- --------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.081
SUBAREA RUNOFF(CFS) _ .67
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .67
FLOW PROCESS FROM NODE 4001.00 TO NODE 4002.00 IS CODE = 6
---------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 360.00
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 322.50
DOWNSTREAM ELEVATION = 321.00
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 4101.00 TO NODE 4109.00 IS CODE = 6
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 320.50 DOWNSTREAM ELEVATION 312.00
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32
PRODUCT OF DEPTH &VELOCITY = .84
STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) = 13.53
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.882
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.13
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.82
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY(FEET /SEC.) = 3.61 DEPTH *VELOCITY = 1.04
++++++++++++++++++++++++*++++++++++++++++++++ + * + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.53
RAINFALL INTENSITY(INCH /HR) = 3.88
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.03
* * *STREETFLOW SPLITS OVER STREET - CROWN * **
FULL DEPTH(FEET) = .53 FLOODWIDTH(FEET) = 20.00
FULL HALF- STREET VELOCITY(FEET /SEC.) = 4.00
SPLIT DEPTH(FEET) _ .21 SPLIT FLOODWIDTH(FEET) = 4.10
SPLIT FLOW(CFS) = .57 SPLIT VELOCITY(FEET /SEC.) = 1.97
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOWDEPTH(FEET) = .53
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.00
PRODUCT OF DEPTH &VELOCITY = 2.10
STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 14.91
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.646
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.41
SUMMED AREA(ACRES) = 9.70 TOTAL RUNOFF(CFS) = 19.74
ENP OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 20.00
FLOW VELOCITY(FEET /SEC.) = 4.00 DEPTH *VELOCITY = 2.10
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 19.79 13.63
2 19.79 14.58
3 19.74 14.91
4 19.40 15.40
5 18.12 19.41
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 19.79 Tc(MIN.) = 14.58
---------------------------------------------------------------
---------------------------------------- --------------- --
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 19.79 Tc(MIN.) = 14.58
TOTAL AREA(ACRES) = 9.70
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 19.79 13.63
2 19.79 14.58
3 19.74 14.91
4 19.40 15.40
5 18.12 19.41
=---------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
1 12.90 11.99 4.196 5.50
1 11.34 16.12 3.467 5.50
2 2.82 13.53 3.882 1.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 15.51 11.99 4.196
2 14.76 13.53 3.882
3 13.86 16.12 3.467
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.51 Tc(MIN.) = 11.99
TOTAL AREA(ACRES) = 6.80
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 10
--------------------------------------------------------------------------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.70 RAIN INTENSITY(INCH /HOUR) = 3.53
TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 8.93
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6030.00 TO NODE 4108.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 324.00 DOWNSTREAM ELEVATION = 312.00
STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.07
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .44
HALFSTREET FLOODWIDTH(FEET) = 15.66
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.31
PRODUCT OF DEPTH &VELOCITY = 1.89
STREETFLOW TRAVELTIME(MIN) = 2.13 TC(MIN) = 17.83
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.249
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61
PRODUCT OF DEPTH &VELOCITY = .69
STREETFLOW TRAVELTIME(MIN) = 1.02 TC(MIN) = 13.14
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.955
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.74
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.43
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY = .86
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.14
RAINFALL INTENSITY(INCH /HR) = 3.95
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.43
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
7.36
12.33
4.122,
3.90
1
7.44
12.66
4.051
3.90
1
7.79
17.14
3.333
3.90
2
4.84
11.38
4.340
2.00
3
2.43
13.14
3.955
1.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE
TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 14.05 11.38 4.340
2 14.29 12.33 4.122
3 14.33 12.66 4.051
4 14.10 13.14 3.955
5 13.55 17.14 3.333
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.33 Tc(MIN.) = 12.66
TOTAL AREA(ACRES) = 7.00
++++++++*+++++++++++++++++++++++++++++*++++ + + + + + + + + + + * + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4029.00 TO NODE 4101.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION 319.00 DOWNSTREAM ELEVATION = 311.50
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.29
SUMMED AREA(ACRES) = 7.40 TOTAL RUNOFF(CFS) = 13.22
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82
FLOW VELOCITY(FEET /SEC.) = 4.48 DEPTH *VELOCITY = 2.07
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.83
RAINFALL INTENSITY(INCH /HR) = 3.25
TOTAL STREAM AREA(ACRES) = 7.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.22
FLOW PROCESS FROM NODE 4105.00 TO NODE 4106.00 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------
--------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 322.50
DOWNSTREAM ELEVATION = 321.00
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 4106.00 TO NODE 4108.00 IS CODE = 6
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
----- -------
UPSTREAM ELEVATION =
----
320.50
- - - -
-- ----------------- - - - - --
DOWNSTREAM ELEVATION = 312.00
STREET LENGTH(FEET) =
300.00
CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET)
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.61
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 8.15
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33
PRODUCT OF DEPTH &VELOCITY = .96
STREETFLOW TRAVELTIME(MIN) = 1.50 TC(MIN) = 13.62
PRODUCT OF DEPTH &VELOCITY = .91
STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 11.38
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.340
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.82
SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.84
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 11.55
FLOW VELOCITY(FEET /SEC.) = 3.33 DEPTH *VELOCITY = 1.19
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
=
=
=======-----------------------------------------------------------------
--- --------------- -
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.38
RAINFALL INTENSITY(INCH /HR) = 4.34
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84
++++++++++*+*+++++++++++++++**+++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------
--------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 324.00
ELEVATION DIFFERENCE = 1.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .69
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .69
FLOW PROCESS FROM NODE 4026.00 TO NODE 4029.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 322.50 DOWNSTREAM ELEVATION = 319.00
STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.56
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.864
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.83
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.51
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46
FLOW VELOCITY(FEET /SEC.) = 3.72 DEPTH *VELOCITY = 1.25
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
- --------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.62
RAINFALL INTENSITY(INCH /HR) = 3.86
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
13.22
17.83
3.249
7.40
2
4.51
13.62
3.864
2.10
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FO$
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 15.63 13.62
2 17.01 17.83
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 17.
TOTAL AREA(ACRES) = 9.50
INTENSITY
(INCH /HOUR)
3.864
3.249
ARE AS FOLLOWS:
31 Tc(MIN.) = 17.83
+++++++*++++++++++*++++*+++*+++++++++++*+++++ + + + + + + + + + + + + + + + + + * + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4108.00 TO NODE 4109.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.3
UPSTREAM NODE ELEVATION = 302.00
DOWNSTREAM NODE ELEVATION = 301.50
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.01
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.91
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.333
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .18
SUMMED AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 7.79
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET /SEC.) = 4.45 DEPTH *VELOCITY = 1.70
+++++++*++++++++++++++++++++++++++++++++++*++ + + + + + + + + + + + + + + + + + + * + + + + + + + + + + *+
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS.CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
-----======---=--------=----------------------------------------------------
--------------------------------------- --- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.14
RAINFALL INTENSITY(INCH /HR) = 3.33
TOTAL STREAM AREA(ACRES) = 3.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.79
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 323.00
ELEVATION DIFFERENCE = 2.50
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.650
SUBAREA RUNOFF(CFS) = 1.02
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) = 1.02
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + * + + *+
FLOW PROCESS FROM NODE 4021.00 TO NODE 4029.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------
UPSTREAM ELEVATION = 322.50 DOWNSTREAM ELEVATION =
STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.94
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88
--------- - - - - --
---------------
319.00
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 11
>> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
15.63
13.71
3.849
9.50
2
17.01
17.91
3.240
9.50
** MEMORY
BANK # 1
CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
15.51
11.99
4.196
6.80
2
14.76
13.53
3.882
6.80
3
13.86
16.12
3.467
6.80
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 29.85 11.99 4.196
2 30.25 13.53 3.882
3 30.26 13.71 3.849
4 29.75 16.12 3.467
5 29.96 17.91 3.240
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 30.26 Tc(MIN.) = 13.71
TOTAL AREA(ACRES) = 16.30
FLOW PROCESS FROM NODE 4109.00 TO NODE 4110.00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<<
---------------------------------------------------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 11.3
UPSTREAM NODE ELEVATION = 301.50
DOWNSTREAM NODE ELEVATION = 298.00
FLOWLENGTH(FEET) = 180.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 30.26
TRAVEL TIME(MIN.) = .27 TC(MIN.) = 13.97
FLOW PROCESS FROM NODE 4110.00 TO NODE 4111.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------------------------------- -------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.802
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) _ .86
TOTAL AREA(ACRES) = 16.80 TOTAL RUNOFF(CFS) = 31.12
TC(MIN) = 13.97
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.86 Tc(MIN.) = 16.15
TOTAL AREA(ACRES) = 3.40
* * # * * * # * * * * * * * * * * * * * * * * *#
FLOW PROCESS FROM NODE
>>>>>COMPUTE STREETFLOW
------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
k******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
4019.00 TO NODE 4028.00 IS CODE = 6
------------------------------------------
TRAVELTIME THRU SUBAREA<<<<<
-------------------------------------- -------------
339.50 DOWNSTREAM ELEVATION = 322.00
240.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.23
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .34
HALFSTREET FLOODWIDTH(FEET) = 10.46
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.97
PRODUCT OF DEPTH &VELOCITY = 2.00
STREETFLOW TRAVELTIME(MIN) _ .67 TC(MIN) = 16.82
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.373
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .74
SUMMED AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.61
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .34 HALFSTREET FLOODWIDTH(FEET) = 10.46
FLOW VELOCITY(FEET /SEC.) = 6.27 DEPTH *VELOCITY = 2.10
+ + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-------------------------
---------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
4028.00 TO NODE 4029.00 IS CODE = 6
----------------------
TRAVELTIME THRU SUBAREA <<<<<
------------------------ --------------------- - -- - --
322.00 DOWNSTREAM ELEVATION = 319.00
90.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.70
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.79
PRODUCT OF DEPTH &VELOCITY = 1.77
STREETFLOW TRAVELTIME(MIN) _ .31 TC(MIN) = 17.14
--------------------
--------------------
END OF STUDY SUMMARY
PEAK
FLOW RATE(CFS)
=
31.12
TOTAL
AREA(ACRES) =
16.80
* ** PEAK
FLOW RATE
TABLE * **
Q(CFS) Tc(MIN.)
1
30.78
12.27
2
31.12
13.80
3
31.12
13.97
4
30.52
16.40
5
30.68
18.18
Tc(MIN.) = 13.97
--------------------------------------------------------------------------
-------------- ----------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------- ---------
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 339.50
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .61
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .19
HALFSTREET FLOODWIDTH(FEET) = 3,30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = .50 TC(MIN) = 11.34
3 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .24
SUMMED AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) = .73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .20 HALFSTREET FLOODWIDTH(FEET) = 3.82
FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY = .56
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
-------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.34
RAINFALL INTENSITY(INCH /HR) = 4.35
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .73
iimilil%1:301m1ki Nh■07Wl '
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.11
16.15
3.463
2.50
2
1.44
11.69
4.267
.60
3
.73
11.34
4.350
.30
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
6.21
11.34
4.350
2
6.31
11.69
4.267
3
6.86
16.15
3.463
APPENDIX C
OFFSITE HYDROLOGY
PROPOSED DEVELOPMENT WITHOUT OFFSITE IMPROVEMENTS
100 YEAR DESIGN STORM
14M M". urI:J
961\DEVFRAX.DAT
961\DEVBULB.DAT
961\DEVROSE.DAT
.I•�ur�.rr.�
Upstream of Periwinkle Intersection on Fraxinella Street
Fraxinella Southerly Bulb, starting at Periwinkle
Rosebay Basin, to outlet at Encinitas Boulevard
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas. CA 92024
* * + * + * * * * * * + * * + * * + * + * * + ++ DESCRIPTION OF STUDY * * * * + * + * * + * + + * * + * + + * * + + * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* POST DEVELOPMENT FRAXINELLA STREET
FLOWS FROM THORNTON TAKEN FROM ONSITE FILES
FILE NAME: 961 \DEVFRAX.DAT
TIME /DATE OF STUDY: 16:31 11/ 9/1995
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+++*+*++*+******+*********++++***+++*+++**+ * * + * + + * * * * * + + + * * * * * + * * + + + + + + + *+
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.97 RAIN INTENSITY(INCH /HOUR) = 3.80
TOTAL AREA(ACRES) = 16.80 TOTAL RUNOFF(CFS) = 31.12
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
--------------------- -------------------- - - - - -- - - - - --
UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 285.00
STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.17
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.45
PRODUCT OF DEPTH &VELOCITY = 2.77
STREETFLOW TRAVELTIME(MIN) _ .34 TC(MIN) = 14.31
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.745
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .10
SUMMED AREA(ACRES) = 16.85 TOTAL RUNOFF(CFS) = 31.22
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEET /SEC.) = 6.46 DEPTH *VELOCITY = 2.77
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.31
RAINFALL INTENSITY(INCH /HR) = 3.74
TOTAL STREAM AREA(ACRES) = 16.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.22
FLOW PROCESS FROM NODE 101.50 TO NODE 101.60 IS CODE = 21
---- -- - - - - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 140.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.60
ELEVATION DIFFERENCE = 1.40
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260
SUBAREA RUNOFF(CFS) _ .47
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .47
FLOW PROCESS FROM NODE 101.60 TO NODE 102.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION =
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
>TREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.64
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10
PRODUCT OF DEPTH &VELOCITY = .79
STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 13.54
285.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.880
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.35
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.82
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY(FEET /SEC.) = 3.38 DEPTH *VELOCITY = 1.00
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
>>>>>DESIGNATE ; NDEPENDENT STREAM FOR CONFLUENCE« <<5
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.54
RAINFALL INTENSITY(INCH /HR) = 3.88
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82
FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.80
ELEVATION DIFFERENCE = 1.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.477
SUBAREA RUNOFF(CFS) _ .74
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .74
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION 285.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.74
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.92
PRODUCT OF DEPTH &VELOCITY = .77
STREETFLOW TRAVELTIME(MIN) = 1.94 TC(MIN) = 12.79
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.026
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.99
SUMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .30 HALFSTREET FLOODWIDTH(FEET) = 8.46
FLOW VELOCITY (FEET/ SEC.) = 3.28 DEPTH *VELOCITY = .97
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE X07.00 TO NODE 102.00 IS CODE = 1.
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 12.79
RAINFALL INTENSITY(INCH /HR) = 4.03
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
31.22
14.31
3.745
16.85
2
2.82
13.54
3.880
1.30
3
2.73
12.79
4.026
1.20
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
1
34.49
12.79
4.026
2
35.58
13.54
3.880
3
36.48
14.31
3.745
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.48 Tc(MIN.) = 14.31
TOTAL AREA(ACRES) = 19.35
------------------------------------------------------- --- -------- -- -- - - -+
FLOWS CROSS CROWN AT BURNING BUSH
MODEL WILL ROUTE FLOWS ON BOTH SIDES OF FRAXINELLA
-------------------------------------------------------------- ---- -- - -- - -+
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 285.00 DOWNSTREAM ELEVATION 270.80
STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 38.93
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .48
HALFSTREET FLOODWIDTH(FEET) = 17.74
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.96
PRODUCT OF DEPTH & VELQCITY = 2.87
STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 15.45
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.563
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.90
SUMMED AREA(ACRES) = 21.85 TOTAL RUNOFF(CFS) = 41.38
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.00
FLOW VELOCITY(FEET /SEC.) = 5.85 DEPTH *VELOCITY = 2.90
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.45
RAINFALL INTENSITY(INCH /HR) = 3.56
TOTAL STREAM AREA(ACRES) = 21.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.38
-------------------------------------------------- ------ ---- -------- - - - - -+
ADDITION OF SECOND TRIBUTARY AREA FROM THORNTON
DRAINAGE ENTERS STREET FROM EXISTING LINED DITCH, FLOWING OVER SIDEWALK
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 102.40 TO NODE 102.50 IS CODE = 21
--------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 10.38 (MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 90.00
UPSTREAM ELEVATION = 314.00
DOWNSTREAM ELEVATION = 283.00
ELEVATION DIFFERENCE = 31.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.607
SUBAREA RUNOFF(CFS) _ .52
TOTAL AREA(ACRES) = .25 TOTAL RUNOFF(CFS) _ .52
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 102.50 TO NODE 103.00 IS CODE = 4
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>> >>>USING USER - SPECIFIED PIPESIZE<< <<<
--------------------------------------------------------------------------
------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 1.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 5.0
UPSTREAM NODE ELEVATION = 283.00
DOWNSTREAM NODE ELEVATION = 268.00
FLOWLENGTH(FEET) = 170.00 MANNING'S N = .016
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) _ .52
TRAVEL TIME(MIN.) = .57 TC(MIN.) = 10.95
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.95
RAINFALL INTENSITY(INCH /HR) = 4.45
TOTAL STREAM AREA(ACRES) = .25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 52
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CPS)
(MIN.)
1
39.71
13.99
1
40.64
14.71
1
41.38
15.45
2
.52
10.95
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
3.799
21.85
3.678
21.85
3.563
21.85
4.451
.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM
RUNOFF
NUMBER
(CFS)
1
34.42
2
40.15
3
41.07
4
41.80
TABLE **
Tc
(MIN.)
10.95
13.99
14.71
15.45
INTENSITY
(INCH /HOUR)
4.451
3.799
3.678
3.563
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 41.80 Tc(MIN.) = 15.45
TOTAL AREA(ACRES) = 22.10
FLOW PROCESS FROM NODE 103.00 TO NODE 1000.00 IS CODE = 6
---------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
--------- ===== --------------------
----------------------------------------
UPSTREAM ELEVATION = 270.80 DOWNSTREAM ELEVATION 265.00
STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DEC IMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 42.76
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .50
HALFSTREET FLOODWIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY (FEET /SEC.) = 6.05
PRODUCT OF DEPTH &VELOCITY = 3.00
STREETFLOW TRAVELTIME(MIN) _ .45 TC(MIN) = 15.91
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.497
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.92
SUMMED AREA(ACRES) = 23.10 TOTAL RUNOFF(CFS) = 43.72
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 18.00
FLOW VELOCITY(FEET /SEC.) = 6.19 DEPTH *VELOCITY = 3.07
--------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 43.72 Tc(MIN.) = 15.91
TOTAL AREA(ACRES) = 23.10
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 36.80 11.42
2 42.20 14.46
3 43.05 15.17
4 43.72 15.91
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
tt * * * * * * * *t * *t # # * * * + * * * ** DESCRIPTION OF STUDY * * * * #t * * * * * * * * * * ** *ttt *tt*
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS AT THE EXISTING BULB IN FRAXINELLA
* ** ASSUMING NO OFFSITE STORM DRAIN IMPROVEMENTS * **
FILE NAME: 961 \DEVBULB.DAT
TIME /DATE OF STUDY: 9:22 11/ 9/1995
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USSR SPECIFIED STORM EVENT(YEAR) = 100.0Q
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
--------------------------------------------------------- ------- ---- - - - --+
THIS MODEL USES THE PEAK FLOW FROM FILE 961 \DEVFRAX.DAT AS INITIAL DATA
THAT PEAK FLOW IS DIVIDED AS FOLLOWS;
------------------- - - - - -- -------------------- -------- --------- - - - - -+
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
WEST SIDE OF FRAXINELLA - 8016 OF FLOWS TURN CORNER AT PERIWINKLE
- 20%- OF FLOWS CONTINUE ON FRAXINELLA
-------------------------------------------- ----- ------------------- - - - - -+
+-------------------------------------------------- ------------------- - - - - -+
EAST SIDE OF FRAXINELLA - 19 CFS (Q max for 3.5 °s GRADE) STAYS ON EAST
- BALANCE OF HALF STREET FLOW CROSSES CROWN TO
FLOW ON THE WEST SIDE TO THE SUMP
------------------------------------------- ------------------------- - - - - -+
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.42 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 10.00 TOTAL RUNOFF(CFS) = 19.00
FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.51
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .46
HALFSTREET FLOODWIDTH(FEET) = 16.71
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.70
PRODUCT OF DEPTH &VELOCITY = 3.09
STREETFLOW TRAVELTIME(MIN) = .42 TC(MIN) = 16.84
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.371
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) = 1.02
SUMMED AREA(ACRES) = 10.55 TOTAL RUNOFF(CFS) = 20.02
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.71
FLOW VELOCITY(FEET /SEC.) = 6.88 DEPTH *VELOCITY = 3.17
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 256.40 DOWNSTREAM ELEVATION = 253.60
STREET LENGTH(FEET) = 68.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.85
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .49
HALFSTREET FLOODWIDTH(FEET) = 17.98
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.22
PRODUCT OF DEPTH &VELOCITY = 3.02
STREETFLOW TRAVELTIME(MIN) = .18 TC(MIN) = 17.02
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.347
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.66
SUMMED AREA(ACRES) = 11.45 TOTAL RUNOFF(CFS) = 21.68
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 17.98
FLOW VELOCITY(FEET /SEC.) = 6.47 DEPTH *VELOCITY = 3.14
#####*#####************#########*##***#*##*** * * # # # # # # # # # # # # # # # # # # # # # * # * * # * #*
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 11.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.68
---------------------- ------ --- --- ------------- - - - - -- -------- - - - - -+
INITIAL Q IS 60% OF TOTAL FROM FILE 961 \DEVFRAX MINUS 19 CFS
* -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.40 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 3.85 TOTAL RUNOFF(CFS) = 7.23
# # # * * # # * # # # # # # # * * * * * * **
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 2069.50 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
---------------------------------------------------
265.00 DOWNSTREAM ELEVATION = 256.40
270.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.77
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .38
HALFSTREET FLOODWIDTH(FEET) = 12.59
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.57
PRODUCT OF DEPTH &VELOCITY = 1.73
STREETFLOW TRAVELTIME(MIN) = .99 TC(MIN) = 17.39
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.302
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) = 1.09
SUMMED AREA(ACRES) = 4.45 TOTAL RUNOFF(CFS) = 8.32
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.10
FLOW VELOCITY(FEET /SEC.) = 4.53 DEPTH *VELOCITY = 1.76
+++*+++++++++++++*+*+++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.39
RAINFALL INTENSITY(INCH /HR) = 3.30
TOTAL STREAM AREA(ACRES) = 4.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.32
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
21.68
17.02
3.347
11.45
2
8.32
17.39
3.302
4.45
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CPS) (MIN.)
1 29.88 17.02
2 29.71 17.39
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 29.
TOTAL AREA(ACRES) = 15.90
INTENSITY
(INCH /HOUR)
3.347
3.302
ARE AS FOLLOWS:
38 Tc(MIN.) = 17.02
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.88
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.71 RAIN INTENSITY(INCH /HOUR) = 3.39
TOTAL AREA(ACRES) = 11.60 TOTAL RUNOFF(CFS) = 20.44
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 26.0
UPSTREAM NODE ELEVATION = 255.30
DOWNSTREAM NODE ELEVATION = 254.30
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.44
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 16.77
FLOW PROLES$ FROM NODE 2069.40 TO NODE 2069.50 ;S CODE = 4
----- - - - - --
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 15.2
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.44
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.85
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.85
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) = 11.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.44
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
29.88
17.02
3.347
15.90
1
29.71
17.39
3.302
15.90
2
20.44
16.85
3.370
11.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 50.12 16.85 3.370
2 50.19 17.02 3.347
3 49.73 17.39 3.302
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 50.19 Tc(MIN.) = 17.02
TOTAL AREA(ACRES) = 27.50
-----------------------------------------------------
-----------------------------------------------------
END OF STUDY SUMMARY:
PEAK
FLOW RATE(CFS)
= 50.19
TOTAL
AREA(ACRES) =
27.50
* ** PEAK
FLOW RATE
TABLE * **
Q(CFS) Tc(MIN.)
1
50.12
16.85
2
50.19
17.02
3
49.73
17.39
END OF RATIONAL METHOD ANALYSIS
Tc(MIN.) = 17.02
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
# # * # * * # * # + + + * + # # # # # # * # * ** DESCRIPTION OF STUDY # # # + + + + + * # # # # # # * # # # * * * * * #*
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS, ROSEBAY DRIVE
+ #
******##++*+++*++*****++++*****#**#####*** * * * * * # # # # # # # * * * * * * * + * * + * * + * * # ##
FILE NAME: 961 \DEVROSE.DAT
TIME /DATE OF STUDY: 10:45 12/18/1995
---------- - - - - -- -
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR).= 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 200.00 TO NODE 2071.00 IS CODE = 21
-- - ----------- ------- - -- - -- - - --
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .45400
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.97(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1500.00
UPSTREAM ELEVATION = 400.00
DOWNSTREAM ELEVATION = 290.80
ELEVATION DIFFERENCE = 109.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.488
SUBAREA RUNOFF(CFS) = 34.06
TOTAL AREA(ACRES) = 21.70 TOTAL RUNOFF(CFS) = 34.06
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES
PIPEFLOW VELOCITY (FEET/ SEC.) = 14.7
UPSTREAM NODE ELEVATION = 290.80
DOWNSTREAM NODE ELEVATION = 271.40
FLOWLENGTH(FEET) = 520.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 34.06
TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 16.56
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.56
RAINFALL INTENSITY(INCH /HR) = 3.41
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.06
FLOW PROCESS FROM NODE 201.00 TO,NODE 202.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 296.00
DOWNSTREAM ELEVATION = 294.50
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .46
+ # + # + + * *x * * * * * * * * * *xxx*
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
202.00 TO NODE 2072.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
291.80 DOWNSTREAM ELEVATION = 286.00
415.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 8.15
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25
PRODUCT OF DEPTH &VELOCITY = .65
STREETFLOW TRAVELTIME(MIN) = 3.07 TC(MIN) = 15.19
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.602
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.58
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.03
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY = .90
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------- - - -- --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.19
RAINFALL INTENSITY(INCH /HR) = 3.60
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
34.06
16.56
3.407
21.70
2
3.03
15.19
3.602
1.50
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 35.25 15.19
2 36.93 16.56
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 36.
TOTAL AREA(ACRES) = 23.20
INTENSITY
(INCH /HOUR)
3.602
3.407
ARE AS FOLLOWS:
93 Tc(MIN.) = 16.56
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.20 IS CODE = 4
- ---- ------- - - - - -- - - --
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------------------------------------------- ___________
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.6
UPSTREAM NODE ELEVATION = 271.00
DOWNSTREAM NODE ELEVATION = 248.60
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 36.93
TRAVEL TIME(MIN.) = .71 TC(MIN.) = 17.27
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.27
RAINFALL INTENSITY(INCH /HR) = 3.32
TOTAL STREAM AREA(ACRES) = 23.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.93
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 276.00
DOWNSTREAM ELEVATION = 274.50
E .LEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .46
* * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE
-----------------------
>>>>> COMPUTE STREETFLOW
-------------------------
-------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
t******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
204.00 TO NODE 2072.20 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
----------------------------------=======----------
271.10 DOWNSTREAM ELEVATION = 252.30
375.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.01
PRODUCT OF DEPTH &VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 13.68
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.854
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.76
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.21
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.57
FLOW VELOCITY(FEET /SEC.) = 4.65 DEPTH *VELOCITY = 1.29
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------- - - - - -=
-------- ---------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.68
RAINFALL INTENSITY(INCH /HR) = 3.85
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
35.25
15.91
3.497
23.20
1
36.93
17.27
3.316
23.20
2
3.21
13.68
3.854
1.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS. .
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CPS) (MIN.)
1 35.19 13.68
2 38.16 15.91
3 39.69 17.27
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 39.
TOTAL AREA(ACRES) = 24.70
INTENSITY
(INCH /HOUR)
3.854
3.497
3.316
ARE AS FOLLOWS:
69 Tc(MIN.) = 17.27
*+++++++++++++++*+*++*+++++++++++++++*+++++ + + + + + + + + + + + + * + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.50 IS CODE = 4
----- - - - - --
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE<< <<<
------------------------------=---------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.8
UPSTREAM NODE ELEVATION = 248.20
DOWNSTREAM NODE ELEVATION = 246.80
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 39.69
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 17.31
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
-- -----------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 17.31
RAINFALL INTENSITY(INCH /HR) = 3.31
TOTAL STREAM AREA(ACRES) = 24.70
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 1 ARE:
39.69
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
INITIAL Q IS TAKEN FROM FILE 961 \DEVFRAX
80% OF THE WEST SIDE FLOWS ARE ASSUMED TO FLOW ONTO PERIWINKLE
20% OF THE WEST SIDE FLOWS ARE ASSUMED TO BYPASS TO FRAXINELLA BULB
+------------------------------------------------ ---- ----- ----- --- ---- - - - - -+
*##*******#*****#***#**************#****##*** * * * * # # * # * * * * * * * * * * * * * * # * * * * * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
-------------------------------------------------------- ----------------
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.91 RAIN INTENSITY(INCH /HOUR) = 3.50
TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 17.49
FLOW PROCESS FROM NODE
-----------------------
>>>>> COMPUTE STREETFLOW
-------------------------
-----------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 2,07.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
------------------------------------ ---------------
265.00 DOWNSTREAM ELEVATION = 251.30
200.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.87
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.39
PRODUCT OF DEPTH &VELOCITY = 3.17
STREETFLOW TRAVELTIME(MIN) _ .45 TC(MIN) = 16.36
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.434
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .76
SUMMED AREA(ACRES) = 9.65 TOTAL RUNOFF(CFS) = 18.25
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEET /SEC.) = 7.55 DEPTH *VELOCITY = 3.24
FLOW PROCESS FROM NODE 207.00 TO NODE 2072.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
PIPEFLOW VELOCITY ( FEET / SEC.) = - = =10 3
UPSTREAM NODE ELEVATION = 247.50
DOWNSTREAM NODE ELEVATION = 247.00
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 18.25
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 16.40
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.40
RAINFALL INTENSITY(INCH /HR) = 3.43
TOTAL STREAM AREA(ACRES) = 9.65
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.25
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
35.19
13.73
3.846
24.70
1
38.16
15.95
3.491
24.70
1
39.69
17.31
3.311
24.70
2
18.25
16.40
3.428
9.65
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 51.46 13.73 3.846
2 56.08 15.95 3.491
3 56.58 16.40 3.428
4 57.31 17.31 3.311
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 57.31 Tc(MIN.) = 17.31
TOTAL AREA(ACRES) = 34.35
FLOW PROCESS FROM NODE 2072.50 TO NODE 2073.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
)IPEFLOW VELOCITY(FEET /SEC
JPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
_�LOWLENGTH(FEET) = 224.00
3IVEN PIPE DIAMETER(INCH) _
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = .32
----------------
----------------
11.7
246.60
235.40
MANNING'S N =
30.00 NUMBER
57.31
TC(MIN.) = 17
.024
OF PIPES =
63
`1
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
- --------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
DOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.63
RAINFALL INTENSITY(INCH /HR) = 3.27
DOTAL STREAM AREA(ACRES) = 34.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.31
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
ADDITION OF DEVELOPED FLOWS FROM FRAXINELLA BULB
TAKEN FROM FILE 961 \DEVBULB.DAT
* ** ASSUME NO OFFSITE STORM IMPROVEMENTS * **
Y -
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 7
------------------------------------------------ - --------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------- - - - - -- - --
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.02 RAIN INTENSITY(INCH /HOUR) = 3.35
TOTAL AREA(ACRES) = 27.50 TOTAL RUNOFF(CFS) = 50.19
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.02
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 27.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.19
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
-----------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 90.00
UPSTREAM ELEVATION = 294.00
DOWNSTREAM ELEVATION = 293.00
ELEVATION DIFFERENCE = 1.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.025
SUBAREA RUNOFF(CFS) _ .83
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .83
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
--------------------------------------------------------------------------
-------------------------------------------- - - -- - - - - --
UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 238.30
STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.04
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.01
PRODUCT OF DEPTH &VELOCITY = 1.85
STREETFLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 13.23
100 YEAR RAINFALL ZNTENSITY(INCH /HOUR) = 3.939
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 14.30
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 15.13
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66
FLOW VELOCITY(FEET /SEC.) = 5.88 DEPTH *VELOCITY = 2.59
FLOW PROCESS FROM NODE 302.00 TO NODE 2073.00 IS CODE = 4
------- - - - - --
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>>>>> USING USER - SPECIFIED PIPESIZE<<<<<
--------------------------------------------------------------------------
------------------- ------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 8.6
UPSTREAM NODE ELEVATION = 235.80
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 15.13
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 13.31
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
��l�f .H�ef�i•�lliaii�l�]�I��I�IU�1� Y�y�4 ;i�t \S�Y�]:ZK�7�171rN1a1�[��rJ
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
- --------------------------------------------------------------------------
- --------------------------------------------------------------------------
COTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.31
2AINFALL INTENSITY(INCH /HR) = 3.92
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.13
k* CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
WMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
51.46
14.08
3.783
34.35
1
56.08
16.28
3.445
34.35
1
56.58
16.73
3.385
34.35
1
57.31
17.63
3.272
34.35
2
50.19
17.02
3.348
27.50
3
15.13
13.31
3.923
6.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 107.58 13.31 3.923
2 110.46 14.08 3.783
3 118.14 16.28 3.445
4 119.27 16.73 3.385
5 119.12 17.02 3.348
6 118.99 17.63 3.272
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 119.27 Tc(MIN.) = 16.73
TOTAL AREA(ACRES) = 68.75
FLOW PROCESS FROM NODE 2073.00 TO NODE 2063.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
PIPEFLOW VELOCITY (FEET /SEC ) 16.9
UPSTREAM NODE ELEVATION = 234.94
DOWNSTREAM NODE ELEVATION = 210.69
FLOWLENGTH(FEET) = 374.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 119.27
TRAVEL TIME(MIN.) = .37 TC(MIN.) = 17.10
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.10
RAINFALL INTENSITY(INCH /HR) = 3.34
TOTAL STREAM AREA(ACRES) = 68.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.27
FLOW PROCESS FROM NODE 208.00 TO NODE 208.20 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 11.84 (MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 300.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFERENCE = 18.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.230
SUBAREA RUNOFF(CFS) _ .30
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _ .30
FLOW PROCESS FROM NODE 208.20 TO NODE 2063.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.230
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.88,
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 9.18
TC(MIN) = 11.84
+++++++++++++++++++++++++++++++*+++++++++*+ + + + + + + + + + + * + + + + * + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.84
RAINFALL INTENSITY(INCH /HR) = 4.23
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.18
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
107.58
13.72
3.847
68.75
1
110.46
14.48
3.715
68.75
1
118.14
16.65
3.395
68.75
1
119.27
17.10
3.338
68.75
1
119.12
17.39
3.302
68.75
1
118.99
18.00
3.229
68.75
2
9.18
11.84
4.230
3.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
107.03
11.84
4.230
2
115.93
13.72
3.847
3
118.52
14.48
3.715
4
125.50
16.65
3.395
5
126.51
17.10
3.338
6
126.28
17.39
3.302
7
125.99
18.00
3.229
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 126.51 Tc(MIN.) = 17.10
TOTAL AREA(ACRES)
=
71.85
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2063.00 TO NODE 2066.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 17.9
UPSTREAM NODE ELEVATION = 209.69
DOWNSTREAM NODE ELEVATION = 198.43
FLOWLENGTH(FEET) = 256.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 126.51
TRAVEL TIME(MIN.) = .24. TC(MIN.) = 17.34
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.34
RAINFALL INTENSITY(INCH /HR) = 3.31
TOTAL STREAM AREA(ACRES) = 71.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.51
FLOW PROCESS FROM NODE 208.00 TO NODE 208.30 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.27(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 400.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 275.00
ELEVATION DIFFERENCE = 25.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SUBAREA RUNOFF(CFS) _ .58
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .58
FLOW PROCESS FROM NODE 208.30 TO NODE 2065.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.81
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 8.39
TC(MIN) = 12.27
FLOW PROCESS FROM NODE 2065.00 TO NODE 2066.00 IS CODE = 4
----------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
-----------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.5
UPSTREAM NODE ELEVATION = 200.80
DOWNSTREAM NODE ELEVATION = 200.20
FLOWLENGTH(FEET) = 39.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.39
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 12.36
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
- - - - - - - - - - - - - - - - - - - - - - - - - - -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 12.36
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.39
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
-----------------------------
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW - LENGTH = 30.00
UPSTREAM ELEVATION = 240.00
DOWNSTREAM ELEVATION = 238.50
ELEVATION DIFFERENCE = 1.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5- MINUTES
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.377
SUBAREA RUNOFF(CFS) _ .70
'DOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _ .70
+ + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE
-----------------------
>>>>> COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
302.00 TO NODE 2065.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
238.50 DOWNSTREAM ELEVATION = 204.20
640.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84
PRODUCT OF DEPTH &VELOCITY = .93
STREETFLOW TRAVELTIME(MIN) = 2.78 TC(MIN) = 7.78
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 2.11
SUMMED AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 2.81
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99
FLOW VELOCITY (FEET /SEC.) = 4.63 DEPTH *VELOCITY = 1.23
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) = 1.05
TOTAL AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 3.86
TC(MIN) = 7.78
++++++++++++++++++++++++++++++++*++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.78
RAINFALL INTENSITY(INCH /HR) = 5.55
TOTAL STREAM AREA(ACRES) _ .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
107.03
12.13
4.166
71.85
1
115.93
13.98
3.801
71.85
1
118.52
14.74
3.674
71.85
1
125.50
16.89
3.364
71.85
1
126.51
17.34
3.308
71.85
1
126.28
17.63
3.273
71.85
1
125.99
18.24
3.201
71.85
2
8.39
12.36
4.115
2.90
3
3.86
7.78
5.549
.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
90.44
7.78
5.549
2
118.22
12.13
4.166
3
118.33
12.36
4.115
4
126.33
13.98
3.801
5
128.57
14.74
3.674
6
134.71
16.89
3.364
7
135.56
17.34
3.308
8
135.24
17.63
3.273
9
134.75
18.24
3.201
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 135.56 Tc(MIN.) = 17.34
TOTAL AREA(ACRES) = 75.45
-----------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 135.56 Tc(MIN.) = 17.34
TOTAL AREA(ACRES) = 75.45
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 90.44 7.78
2 118.22 12.13
3 118.33 12.36
4 126.33 13.98
5 128.57 14.74
6 134.71 16.89
7 135.56 17.34
8 135.24 17.63
9 134.75 18.24
END OF RATIONAL METHOD ANALYSIS
APPENDIX D
ROSEBAY DRIVE - CAPACITY ANALYSIS
STREET FLOW PLUS EXISTING PIPE
100 YEAR DESIGN STORM
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 5.1 Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
(619) 942 -5147
TIME /DATE OF STUDY: 12:25 12/26/1995
* + * + + + + + + + + + + + + + * + + + + + + ++ DESCRIPTION OF STUDY + + + + + + * + + + + + + + + + + + + + + + + + ++
* MAXIMUM CONVEYANCE CAPACITY OF ROSEBAY DRIVE, ASSUMING FLOWS W /IN R.O.W.
USED 1' HIGH CURB WITH MAXIMUM DEPTH OF 0.7' ALLOWED, IGNORING FLOWS
BEHIND THE CURB
*******************##************#*****#+## * * * # * * # * * * * * # * * * * * * * * * * * * * * * * **
>>STREETFLOW MODEL INPUT INFORMATION<<<<
CONSTANT STREET GRADE(FEET /FEET) = .050000
CONSTANT STREET FLOW DEPTH(FEET) = .70
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020000
OUTSIDE STREET CROSSFALL(DECIMAL) = .020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 1.00
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .01000
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12400
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------- --- -- -- --
STREET FLOW DEPTH(FEET) = .70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
HALFSTREET FLOW(CFS) = 95.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 11.89
PRODUCT OF DEPTH &VELOCITY = 8.33
*****************#**#**#**##**##**#*##*#***** * # * # * * * # # # # # * * * # * * * # * * * * * * # * * *#
>>STREETFLOW MODEL INPUT INFORMATION <<<<
CONSTANT STREET GRADE (FEET/ FEET) = .060000
CONSTANT STREET FLOW DEPTH(FEET) = .70
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020000
OUTSIDE
STREET CROSSFALL(DECIMAL) = .020000
CONSTANT
SYMMETRICAL
CURB HEIGHT (FEET) =
1.00
CONSTANT
SYMMETRICAL
GUTTER- WIDTH(FEET) =
1.50
CONSTANT
SYMMETRICAL
GUTTER- LIP(FEET) =
.01000
CONSTANT
SYMMETRICAL
GUTTER- HIKE(FEET) =
.12400
FLOW ASSUMED TO FILL
STREET EVENLY ON BOTH
SIDES
-----------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
--------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = .70
HALFSTREET FLOOD WIDTH(FEET) = 20.00
HALFSTREET FLOW(CFS) = 104.61
AVERAGE FLOW VELOCITY(FEET /SEC.) = 13.03
PRODUCT OF DEPTH &VELOCITY = 9.12
----------------------------------------------------------------------------
--------------------------------------------------------------------------
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 5.1 Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
(619) 942 -5147
-------------------------------------
TIME /DATE OF STUDY: 11:51 1/19/1996
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
MAXIMUM CAPACITY OF A 36" CMP FLOWING FULL
+ +
+
+#*************+*+**************+********* * * * * * * * * * * * * * * * + * * * + + * * # * + + * * *+
>>PIPEFLOW HYDRAULIC INPUT INFORMATION <<<<
--------------------------------------------------------------------------
PIPE DIAMETER(FEET) = 3.000
FLOWDEPTH(FEET) = 3.000
PIPE SLOPE(FEET /FEET) = .0440
MANNINGS FRICTION FACTOR = .024000
>>>>> NORMAL DEPTH FLOW(CFS) = 75.78
--------------------------------------------------------------------------
--------------------------------------------------------------------------
APPENDIX E
ONSITE AND OFFSITE HYDROLOGY AND HYDRAULICS
PROPOSED DEVELOPMENT WITHOUT OFFSITE IMPROVEMENTS
10 YEAR DESIGN STORM
HYDROLOGY:
1911432/:1131 41432110200
961 \10YEAR \ONSITELDAT
Southeast bulb to first inlet on main street
961 \10YEAR \ONSITE2.DAT
Northeast bulb to first inlet on North side of main
street
961 \IOYEAR\DEVSWEST.DAT
First inlet on North side of main street to Southwest
basin discharge
961 \IOYEAR \ONSITE3.DAT
Main street flows to end of Burning Bush
961 \1 OYEAR\DEVFRAX.DAT
Upstream of Periwinkle Intersection on Fraxinella
Street
96Al0YEAR\DEVBULB.DAT
Fraxinella Southerly Bulb, starting at Periwinkle
961 \IOYEAR\DEVROSE.DAT
Rosebay Basin, to outlet at Encinitas Boulevard
HYDRAULICS
FILE NAME CONTENTS
961 \]OYEAR\DEVROSE.PIP Mainline on Rosebay, up to Periwinkle intersection
961 \IOYEAR\DEVBULB.PIP 30" CMP Rosebay to Fraxinella Bulb.
961 \]OYEAR\DEV207.LAT Lateral to inlet on Periwinkle
+++t+*tt++ttt++tt tttttttttttttttttttttttttt tttt + + + +ttt +ttt +t + + +t +ttttt +t ++
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ +t + + +t +tt + + + + + + + + + + + +t ++ DESCRIPTION OF STUDY tt +t + +tt +tt + + + + ++ + + +t +tt +t
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS FOR SOUTHEAST CORNER TO FIRST INLET ON SOUTH SIDE OF
MAIN STREET * ** 10 YEAR STORM * **
tttttttttttt+tttttttttttttttttttttttttttttt ttttttttt + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: 961 \10YEAR \ONSITEI.DAT
TIME /DATE OF STUDY: 10: 7 12/26/1995
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT (YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
++tt+++tt++++++t+ttttt+tttttttttttttttttttttt tt + + +tttttt + + + + + + + +ttttttt + +tt+
FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
---------------------------------------------------------------------------
SOIL CLASSIFICATION IS. "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.623
SUBAREA RUNOFF(CFS) _ .43
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .43
: x+tttttttttttttttt+++++t+ttttttttttttttttttt tt + + + + + + + + + + + + + +tttttttt + + + +t ++
FLOW PROCESS FROM NODE 4001.00 TO NODE 4002.00 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.88
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.16
PRODUCT OF DEPTH &VELOCITY = .64
STREETFLOW TRAVELTIME(MIN) = 2.85 TC(MIN) = 15.37
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.298
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 2.91
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 3.34
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 8.98
FLOW VELOCITY(FEET /SEC.) = 3.62 DEPTH *VELOCITY = 1.11
FLOW PROCESS FROM NODE 4002.00 TO NODE 4009.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.37
RAINFALL INTENSITY(INCH /HR) = 2.30
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.34
FLOW PROCESS FROM NODE 4005.00 TO NODE 4006.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 160.00
UPSTREAM ELEVATION = 377.50
DOWNSTREAM ELEVATION = 375.90
ELEVATION DIFFERENCE = 1.60
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.623
SUBAREA RUNOFF(CFS) _ .43
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .43
++++++++++++++++++++++++++++++++++*++*+++++ + * * + + + + + + * + + + + + + * * + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4006.00 TO NODE 4009.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.52
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.28
PRODUCT OF DEPTH &VELOCITY = .80
STREETFLOW TRAVELTIME(MIN) = 2.44 TC(MIN) = 14.96
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.339
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.19
SUMMED AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.62
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY (FEET/ SEC.) = 3.50 DEPTH *VELOCITY = 1.00
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 14.96
RAINFALL INTENSITY(INCH /HR) = 2.34
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
3.34
15.37
2.298
2.60
2
2.62
14.96
2.339
2.00
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
5.90
14.96
2.339
2
5.91
15.37
2.298
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.91 Tc(MIN.) = 15.37
TOTAL AREA(ACRES) = 4.60
FLOW PROCESS FROM NODE 4009.00 TO NODE 4018.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 359.50 DOWNSTREAM ELEVATION 341.00
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.16
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.88
AVERAGE FLOW VELOCITY (FEET / SEC. ) = 5.63
PRODUCT OF DEPTH &VELOCITY = 1.82
STREETFLOW TRAVELTIME(MIN) _ .83 TC(MIN) = 16.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.222
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .49
SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 6.40
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.88
FLOW VELOCITY(FEET /SEC.) = 5.85 DEPTH *VELOCITY = 1.89
*+*+++++++++++++++++++++++++++++++++++++*++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4018.00 TO NODE 4019.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 341.00 DOWNSTREAM ELEVATION = 339.60
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL (DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.46
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .40
HALFSTREET FLOODWIDTH(FEET) = 13.93
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.14
PRODUCT OF DEPTH &VELOCITY = 1.27
STREETFLOW TRAVELTIME(MIN) _ .53 TC(MIN) = 16.73
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.176
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .12
SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 6.52
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93
FLOW VELOCITY (FEET/ SEC.) = 3.17 DEPTH *VELOCITY = 1.28
--------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 6.52 Tc(MIN.) = 16.73
TOTAL AREA(ACRES) = 5.10
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 6.52 16.33
2 6.52 16.73
END OF RATIONAL METHOD ANALYSIS
,=tows 14'9-1
3
11L= 10 .3 -1)
Q eyp4S 5
J�/��e •. �jCn ppT. i� d
f a 5 s
4.SZ -G.24 = 0.2- 8 ctx
c.LH ( s it = q.Rac
c:sa
6.1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + * + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + * + + + + + + + + + + + + + + * + * + * + ++
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS FOR NORTHEAST CORNER OF THE PROPERTY
INCLUDES 2 UPPER CUL -DE -SACS ON NORTH SIDE FLOWING TO NORTHERLY INLET
++++++++++++++*++++++***++++++++++++++*+++ + + + + + + + + + + + * + + + + + + + + + + + * + + + + + ++
FILE NAME: 961 \10YEAR \ONSITE2.DAT
TIME /DATE OF STUDY: 10: 7 12/26/1995
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEA$) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
********#**#*+*+*+****#******#*********+***** * # * * + + + + * * * * * * * * * * * * * * + * * * * * * ++
FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 21
---------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .44
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .44
FLOW PROCESS FROM NODE 6001.00 TO NODE 6009.00 IS CODE = 6
- --------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 380.50 DOWNSTREAM ELEVATION = 359.50
STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.43
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.53
PRODUCT OF DEPTH &VELOCITY = .83
STREETFLOW TRAVELTIME(MIN) = 2.36 TC(MIN) = 14.48
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.388
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.97
SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.41
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET /SEC.) = 4.05 DEPTH *VELOCITY = 1.07
******************************************* * * * * * ** * * * * * * * * * * * * ** * * * * * ** * **
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 14.48
RAINFALL INTENSITY(INCH /HR) = 2.39
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41
******************************************* * * * * * * * * * * * * ** * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6005.00 TO NODE 6006.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 383.00
DOWNSTREAM ELEVATION = 381.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .44
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .44
i 4 * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE
-------------------------
>>>>> COMPUTE STREETFLOW
- -----------------------
- ----------------- - - - - --
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
6006.00 TO NODE 6009.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
---------------------------------------------------
380.50 DOWNSTREAM ELEVATION = 359.50
500.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
DUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.63
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.88
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52
PRODUCT OF DEPTH &VELOCITY = .86
STREETFLOW TRAVELTIME(MIN) = 2.37 TC(MIN) = 14.49
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.387
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.36
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 2.81
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.43
FLOW VELOCITY(FEET /SEC.) = 4.19 DEPTH *VELOCITY = 1.15
FLOW PROCESS FROM NODE 6009.00 TO NODE 6009.00 IS CODE = 1
- --------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 14.49
RAINFALL INTENSITY(INCH /HR) = 2.39
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.41
14.48
2.388
1.80
2
2.81
14.49
2.387
2.10
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK
FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
5.22
14.48
2.388
2 5.22 14.49 2.387
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.22 Tc(MIN.) = 14.49
TOTAL AREA(ACRES) = 3.90
FLOW PROCESS FROM NODE 6009.00 TO NODE 6019.00 IS CODE = 6
--------------------------------------------------------------------------
>> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 359.50 DOWNSTREAM ELEVATION = 340.50
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.41
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .31
HALFSTREET FLOODWIDTH(FEET) = 9.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.49
PRODUCT OF DEPTH &VELOCITY = 1.72
STREETFLOW TRAVELTIME(MIN) _ .91 TC(MIN) = 15.40
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.295
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .38
SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 5.60
END OF SUBAREA STREETFLOW HYDRAULICS-
DEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 9.30
FLOW VELOCITY(FEET /SEC.) = 5.69 DEPTH *VELOCITY = 1.78
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.40
RAINFALL INTENSITY(INCH /HR) = 2.30
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.60
FLOW PROCESS FROM NODE 6010.00 TO NODE 6011.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 130.00
UPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION = 353.70
ELEVATION DIFFERENCE = .30
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.046
SUBAREA RUNOFF(CFS) _ .34
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .34
FLOW PROCESS FROM NODE 6011.00 TO NODE 6019.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 351.50 DOWNSTREAM ELEVATION = 340.50
STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.98
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.64
PRODUCT OF DEPTH &VELOCITY = 75
STREETFLOW TRAVELTIME(MIN) = 3.92 TC(MIN) = 22.32
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.807
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.28
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 3.62
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.52
FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY = .99
FLOW PROCESS FROM NODE 6019.00 TO NODE 6019.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 22.32
RAINFALL INTENSITY(INCH /HR) = 1.81
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.60 15.39 2.296 4.20
1 5.60 15.40 2.295 4.20
2 3.62 22.32 1.807 3.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 8.44 15.39 2.296
2 8.44 15.40 2.295
3 8.02 22.32 1.807
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.44 Tc(MIN.) = 15.40
TOTAL AREA(ACRES) = 7.80
FLOW PROCESS FROM NODE 6019.00 TO NODE 6029.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 340.50 DOWNSTREAM ELEVATION = 337.50
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.51
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .38
HALFSTREET FLOODWIDTH(FEET) = 12.77
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.86
PRODUCT OF DEPTH &VELOCITY = 1.86
STREETFLOW TRAVELTIME(MIN) = .27 TC(MIN) = 15.68
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.269
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .12
SUMMED AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 8.57
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET /SEC.) = 4.90 DEPTH *VELOCITY = 1.87
******************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 6029.00 TO NODE 6029.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.68
RAINFALL INTENSITY(INCH /HR) = 2.27
COTAL STREAM AREA(ACRES) = 7.90
?EAK FLOW RATE(CFS) AT CONFLUENCE = 8.57
?LOW PROCESS FROM NODE 6020.00 TO NODE 6021.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
- --------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
'DINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 140.00
OPSTREAM ELEVATION = 354.00
DOWNSTREAM ELEVATION = 352.60
ELEVATION DIFFERENCE = 1.40
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.739
SUBAREA RUNOFF(CFS) _ .45
DOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .45
FLOW PROCESS FROM NODE 6021.00 TO NODE 6029.00 IS CODE = 6
----------------------------------------------------------------------------
» » > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 351.50 DOWNSTREAM ELEVATION = 337.50
STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020.
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY (FEET/ SEC.) = 2.75
PRODUCT OF DEPTH &VELOCITY = .76
STREETFLOW TRAVELTIME(MIN) = 3.76 TC(MIN) = 15.47
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.288
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.77
SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 3.22
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOODWIDTH(FEET) = 9.49
FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY = 1.00
++ tt+++++++++++++++ t+++ t++++++ t+++ t++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +t + + ++
FLOW PROCESS FROM NODE 6029.00 TO NODE 6029.00 IS CODE = 1
--------------------------------------------------------------------------
» >>>,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
» >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
DIME OF CONCENTRATION (MIN.) = 15.47
RAINFALL INTENSITY(INCH /HR) = 2.29
TOTAL STREAM AREA(ACRES) = 2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
8.57
15.67
1
8.57
15.68
1
8.12
22.58
2
3.22
15.47
STREAM 2 ARE:
RIw_o_a
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
2.270
7.90
2.269
7.90
1.793
7.90
2.288
2.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CPS) (MIN.) (INCH /HOUR)
1 11.72 15.47 2.288
2 11.76 15.67 2.270
3 11.76 15.68 2.269
4 10.64 22.58 1.793
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.76 Tc(MIN.) = 15.67
TOTAL AREA(ACRES) = 10.40
FLOW PROCESS FROM NODE 6029.00 TO NODE 6030.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---=-------------------------------------=--------------------------
--------------------------------------------------------------------------
UPSTREAM ELEVATION =
337.50
- - - - -=
DOWNSTREAM ELEVATION = 324.00
STREET LENGTH(FEET) =
170.00
CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET)
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.88
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.40
PRODUCT OF DEPTH &VELOCITY = 2.74
STREETFLOW TRAVELTIME(MIN) _ .38 TC(MIN) = 16.05
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.235
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .25
SUMMED AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = 12.01
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
PLOW VELOCITY(FEET /SEC.) = 7.48 DEPTH *VELOCITY = 2.77
- ------------------------------------------------------------- ------- - - - - --
END OF STUDY SUMMARY:
DEAK FLOW RATE(CFS) = 12.01 Tc(MIN.) = 16.05
COTAL AREA(ACRES) = 10.60
k ** PEAK FLOW RATE TABLE * **
Q (CFS) Tc (MIN. )
L 11.97 15.86
2 12.01 16.05
3 12.01 16.06
1 10.84 23.01
- --------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
Cof,,,Cd 60
3.23 ads
Art )J.(e6— x.75° 2.85a�
+*+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS EXITING PROPERTY AT THE SOUTHWEST TO FRAXINELLA BULB
10 YEAR STORM
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + * + + + + + + + + ++
FILE NAME: 961 \10YEAR \DEVSWEST.DAT
TIME /DATE OF STUDY: 10:24 12/26/1995
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
--- ---------- - - - - -- -------------------------------- -- -- ---- - - -- -+
INITIAL FLOWS ARE THE BYPASS OF THE 10' INLET ON THE MAIN STREET
-------------------------------------------------------------------- - - - - -+
+++++++++++++++++++++++++++++++++++++++++++ + + * + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4018.00 TO NODE 4018.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.73 RAIN INTENSITY(INCH /HOUR) = 2.18
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .28
FLOW PROCESS FROM NODE 4018.00 TO NODE 4019.00 IS CODE = 6
- --------------------------------------------------------------------------
» >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
' 7PSTREAM ELEVATION 341.00 DOWNSTREAM ELEVATION = 339.60
>TREET LENGTH(FEET) = 100.00 CURB HEIGHT (INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
)ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .34
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .17
HALFSTREET FLOODWIDTH(FEET) = 2.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94
PRODUCT OF DEPTH &VELOCITY = .34
STREETFLOW TRAVELTIME(MIN) _ .86 TC(MIN) = 17.59
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.107
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .12
SUMMED AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .40
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .19 HALFSTREET FLOODWIDTH(FEET) = 2.95
FLOW VELOCITY(FEET /SEC.) = 1.93 DEPTH *VELOCITY = .36
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------
TOTAL NUMBER OF STREAMS = 3
'-ONFLUENCE VALUES USED FOR INDEPENDENT
LIME OF CONCENTRATION(MIN.) = 17.59
RAINFALL INTENSITY(INCH /HR) = 2.11
TOTAL STREAM AREA(ACRES) _ .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 1 ARE:
:fw,
FLOW PROCESS FROM NODE 4010.00 TO NODE 4011.00 IS CODE = 21
---------------- ------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
- --------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D'
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.878
SUBAREA RUNOFF(CFS) _ .47
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .47
FLOW PROCESS FROM NODE 4011.00 TO NODE 4019.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION 339.60
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .70
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .21
HALFSTREET FLOODWIDTH(FEET) = 4.10
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45
PRODUCT OF DEPTH &VELOCITY = .51
STREETFLOW TRAVELTIME(MIN) = .82 TC(MIN) = 11.66
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.747
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .45
SUMMED AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = .93
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.26
FLOW VELOCITY(FEET /SEC.,) = 2.35 DEPTH *VELOCITY = .54
#******************************************** * # * * * * # * * * * * * * * * * * * * * # * # # # # # * **
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------
---------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 11.66
RAINFALL INTENSITY(INCH /HR) = 2.75
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 2 ARE:
93
**#***#****##*#*#****#**#*##********##****#*# * # # # * * * * * * * * * * # * # * # * # # # * # * # * # **
FLOW PROCESS FROM NODE 4015.00 TO NODE 4016.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
------------------------------------------------------------- --------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 344.00
DOWNSTREAM ELEVATION = 342.80
ELEVATION DIFFERENCE = 1.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.878
SUBAREA RUNOFF(CFS) = .32
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) = .32
FLOW PROCESS FROM NODE 4016.00 TO NODE 4019.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
JPSTREAM ELEVATION 342.00 DOWNSTREAM ELEVATION 339.50
STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .39
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .16
HALFSTREET FLOODWIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33
PRODUCT OF DEPTH &VELOCITY = .52
STREETFLOW TRAVELTIME(MIN) = .40 TC(MIN) = 11.24
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .15
SUMMED AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) = .47
END OF SUBAREA STREETFLOW, HYDRAULICS:
DEPTH(FEET) = .16 HALFSTREET FLOODWIDTH(FEET) = 1.76
FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY = 51
******************************************* * * * * * * ** * * * * * * ** * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 4019.00 TO NODE 4019.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 11.24
RAINFALL INTENSITY(INCH /HR) = 2.81
TOTAL STREAM AREA(ACRES) = .30
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .47
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
.40
17.59
2.107
.30
2
.93
11.66
2.747
.60
3
.47
11.24
2.812
.30
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 1.67 11.24 2.812
2 1.69 11.66 2.747
3 1.46 17.59 2.107
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.69 Tc(MIN.) = 11.66
TOTAL AREA(ACRES) = 1.20
FLOW PROCESS FROM NODE 4019.00 TO NODE 4028.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 339.50 DOWNSTREAM ELEVATION = 322.00
STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.98
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.26
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.02
PRODUCT OF DEPTH& VELOCITY = 1.16
STREETFLOW TRAVELTIME(MIN) = .80 TC(MIN) = 12.46
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.632
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .58
SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 2.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.84
FLOW VELOCITY(FEET /SEC.) = 4.95 DEPTH *VELOCITY = 1.20
FLOW PROCESS FROM NODE 4028.00 TO NODE 6031.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.8
UPSTREAM NODE ELEVATION = 316.00
DOWNSTREAM NODE ELEVATION = 315.40
FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 2.27
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 12.51
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 12.51
RAINFALL INTENSITY(INCH /HR) = 2.63
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27
+---------------------------------------------------- --- ------------ -- - - - - -+
INCLUDE THE BYPASS FROM B -1 INLETS ON MAIN STREET I
+- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE = 7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
----------------------------------------------------------------------------
---------------------------------------------------------- -
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.06 RAIN INTENSITY(INCH /HOUR) = 2.23
TOTAL AREA(ACRES) = 7.75 TOTAL RUNOFF(CFS) = 8.78
FLOW PROCESS FROM NODE 6030.p0 TO NODE 6031.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.4
UPSTREAM NODE ELEVATION = 316.00
DOWNSTREAM NODE ELEVATION = 315.40
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.78
TRAVEL TIME(MIN.) = .16 TC(MIN.) = 16.22
**t*##*t#****++**#*##++++* x* x#*+ x++###+++++ # # * * * * # * * * * * # * * * * * # #t # #x * * * * * **
FLOW PROCESS FROM NODE 6031.00 TO NODE 6031.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.22
RAINFALL INTENSITY(INCH /HR) = 2.22
TOTAL STREAM AREA(ACRES) = 7.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.78
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.27
12.10
2.683
1.60
1
2.27
12.51
2.625
1.60
1
1.91
18.58
2.034
1.60
2
8.78
16.22
2.220
7.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.53 12.10 2.683
2 9.70 12.51 2.625
3 10.70 16.22 2.220
4 9.95 18.58 2.034
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.70 Tc(MIN.) = 16.22
TOTAL AREA(ACRES) = 9.35
FLOW PROCESS FROM NODE 6031.00 TO NODE 6032.00 IS CODE = 3
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.0
UPSTREAM NODE ELEVATION = 314,40
DOWNSTREAM NODE ELEVATION = 312.00
FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 10.70
TRAVEL TIME(MIN.) = .47 TC(MIN.) = 16.69
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6032.00 TO NODE 6033.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
------------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.0
UPSTREAM NODE ELEVATION = 309.00
DOWNSTREAM NODE ELEVATION = 307.50
FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 10.70
TRAVEL TIME(MIN.) = .33 TC(MIN.) = 17.03
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6033.00 TO NODE 6034.00 IS CODE = 4
----------------------------------------------------------------------------
>> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<<<<<
---------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 22.6
UPSTREAM NODE ELEVATION = 307.50
DOWNSTREAM NODE ELEVATION = 269.00
FLOWLENGTH(FEET) = 140.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 10.70
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 17.13
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6034.00 TO NODE 6035.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
-- --------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.6
UPSTREAM NODE ELEVATION = 268.70
DOWNSTREAM NODE ELEVATION = 268.30
FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 10.70
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.19
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 6035.00 TO NODE 6036.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.138
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 11.55 TOTAL RUNOFF(CFS) = 12.82
TC(MIN) = 17.19
--------------------------------------------------------------------------
--------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 12.82 Tc(MIN.) = 17.19
TOTAL AREA(ACRES) = 11.55
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 12.06 13.10
2 12.17 13.51
3 12.82 17.19
4 11.90 19.58
------------------------------------------------------------------- --- - ---
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + * + + + + + + + + + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
POST DEVELOPED FLOWS EXITING AT BURNING BUSH
* 10 YEAR STORM
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: 961 \10YEAR \ONSITE3.DAT
TIME /DATE OF STUDY: 10:16 12/26/1995
- -- --------------- -
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
- - - - - -- ---------------- - - - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORK( EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 4020.00 TO NODE 4021.00 IS CODE = 21
---------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 320.00
ELEVATION DIFFERENCE = 5.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.541
SUBAREA RUNOFF(CFS) _ .76
TOTAL AREA(ACRES) = .40 TOTAL RUNOFF(CFS) _ .78
FLOW PROCESS FROM NODE 4021.00 TO NODE 4029.00 IS CODE = 6
-- - -- ---- - - - -- --
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
UPSTREAM ELEVATION = 323.50 DOWNSTREAM ELEVATION 320.00
STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.91
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55
PRODUCT OF DEPTH &VELOCITY = .73
STREETFLOW TRAVELTIME(MIN) = 1.47 TC(MIN) = 9.34
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.170
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.27
SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.05
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.01
FLOW VELOCITY(FEET /SEC ;) = 2.72 DEPTH *VELOCITY = .89 ,
+++***+*+***#*+*#**************+**+++*+++#+#+ # * * * * * * + # + # + + * * * * * * * * * * * + + * + + #+
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
========----------=-------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.34
RAINFALL INTENSITY(INCH /HR) = 3.17
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05
FLOW PROCESS FROM NODE 4025.00 TO NODE 4026.00 IS CODE = 21
- - - -- -- - - - - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
-------------------------------------------------------- --------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 150.00
UPSTREAM ELEVATION = 325.50
DOWNSTREAM ELEVATION = 324.00
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) = .44
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .44
FLOW PROCESS FROM NODE 4026.00 TO NODE 4029.00 IS CODE = 6
------------------------
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------=----------------------_--------
UPSTREAM ELEVATION 323.50 DOWNSTREAM ELEVATION = 320.00
STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.00
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45
PRODUCT OF DEPTH &VELOCITY = .57
STREETFLOW TRAVELTIME(MIN) = 1.22 TC(MIN) = 13.35
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.517
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 1.11
SUMMED AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.55
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY = .69
FLOW PROCESS FROM NODE 4029.00 TO NODE 4029.00 IS CODE = 1
----------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
-------------------------------------------------------
-------------------------- --------------- --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.35
RAINFALL INTENSITY(INCH /HR) = 2.52
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
3.05
9.34
3.170
1.70
2
1.55
13.35
2.517
1.10
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 4.28 9.34 3.170
2 3.97 13.35 2.517
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.28 Tc(MIN.) = 9.34
TOTAL AREA(ACRES) = 2.80
+++++++++**++*+*++*+++++++++++++*++++**++** + + + + + + + + + + * + + + * + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4029.00 TO NODE 4109.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 320.00 DOWNSTREAM ELEVATION = 312.00
STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.23
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .40
HALFSTREET FLOODWIDTH(FEET) = 13.93
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.03
PRODUCT OF DEPTH &VELOCITY = 1.23
STREETFLOW TRAVELTIME(MIN) = 3.19 TC(MIN) = 12.53
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.622
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.89
SUMMED AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 8.17
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.09
FLOW VELOCITY(FEET /SEC.) = 3.41 DEPTH *VELOCITY = 1.46
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 1
---------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 12.53
RAINFALL INTENSITY(INCH /HR) = 2.62
TOTAL STREAM AREA(ACRES) = 5.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.17
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + * + + + + + + + + + + + + + + + + + + + + + **
FLOW PROCESS FROM NODE 4100.00 TO NODE 4101.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 322.50
DOWNSTREAM ELEVATION = 321.00
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .44
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .44
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4101.00 TO NODE 4109.00 IS CODE = 6
--------------------------'--------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 320.50 DOWNSTREAM ELEVATION 312.00
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.26
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85
PRODUCT OF DEPTH &VELOCITY = .66
STREETFLOW TRAVELTIME(MIN) = 1.64 TC(MIN) = 13.76
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.468
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.36
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1.80
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.41
FLOW VELOCITY(FEET /SEC.) = 3.40 DEPTH *VELOCITY = .86
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
------------------------------------------------------------------ --------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.76
RAINFALL INTENSITY(INCH /HR) = 2.47
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.80
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 8.17 12.53 2.622 5.50
1 7.21 16.63 2.185 5.50
2 1.80 13.76 2.468 1.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.86 12.53 2.622
2 9.49 13.76 2.468
3 8.81 16.63 2.185
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.86 Tc(MIN.) = 12.53
TOTAL AREA(ACRES) = 6.80
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 10
--------------------------------------------------------------------------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 6030.00 TO NODE 6030.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------
--------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.06 RAIN INTENSITY(INCH /HOUR) = 2.23
TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 3.23
FLOW PROCESS FROM NODE 6030.00 TO NODE 4108.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION 324.00 DOWNSTREAM ELEVATION 312.00
STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.57
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .35
HALFSTREET FLOODWIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.42
PRODUCT OF DEPTH &VELOCITY = 1.19
STREETFLOW TRAVELTIME(MIN) = 2.68 TC(MIN) = 18.74
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.022
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.67
SUMMED AREA(ACRES) = 5.25 TOTAL RUNOFF(CFS) = 5.90
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET /SEC.) = 3.67 DEPTH *VELOCITY = 1.36
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 18.74
RAINFALL INTENSITY(INCH /HR) = 2.02
TOTAL STREAM AREA(ACRES) = 5.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90
xxx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxtxxxxxxxxxxxxxxxxx
FLOW PROCESS FROM NODE 4105.00 TO NODE 4106.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
------------------- ------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 322.50
DOWNSTREAM ELEVATION = 321.00 .
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .44
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .44
��xxx, t* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
FLOW PROCESS FROM NODE 4106.00 TO NODE 4108.00 IS CODE = 6
------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 320.50 DOWNSTREAM ELEVATION = 312.00
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.67
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.16
PRODUCT OF DEPTH &VELOCITY = .80
STREETFLOW TRAVELTIME(MIN) = 1.58 TC(MIN) = 13.71
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.474
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.45
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 2.89
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.73
FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY = .99
FLOW PROCESS FROM NODE 4108.00 TO NODE 4108.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
-------------=========----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.71
RAINFALL INTENSITY(INCH /HR) = 2.47
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.89
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
5.90
18.74
2.022
5.25
2
2.89
13.71
2.474
2.10
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
ii��?11:�41R�]:�.7=Y�l�IY \:IrL�i3d
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 7.71 13.71
2 8.26 18.74
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 8.
TOTAL AREA(ACRES) = 7.35
INTENSITY
(INCH /HOUR)
2.474
2.022
ARE AS FOLLOWS:
26 Tc(MIN.) = 18.74
FLOW PROCESS FROM NODE 4108.00 TO NODE 4109.00 IS CODE = 3
--------- - - - - --
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.9
UPSTREAM NODE ELEVATION = 302.00
DOWNSTREAM NODE ELEVATION = 301.50
FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.26
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 18.84
FLOW PROCESS FROM NODE 4109.00 TO NODE 4109.00 IS CODE = 11
--------------------------------------------------------------------------
>> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
7.71
13.81
2.463
7.35
2
8.26
18.84
2.016
7.35
** MEMORY
BANK # 1
CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
9.86
12.53
2.622
6.80
2
9.49
13.76
2.468
6.80
3
8.81
16.63
2.185
6.80
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
17.11
12.53
2.622
2
17.19
13.76
2.468
3
17.18
13.81
2.463
4
16.43
16.63
2.185
5
16.39
18.84
2.016
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 17.19
Tc(MIN.)
= 13.76
TOTAL AREA(ACRES)
=
14.15
FLOW PROCESS FROM NODE 4109.00 TO NODE 4110.00 IS CODE = 3
-- - - - - --
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.7
UPSTREAM NODE ELEVATION = 301.50
DOWNSTREAM NODE ELEVATION = 298.00
FLOWLENGTH(FEET) = 180.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 17.19
TRAVEL TIME(MIN.) _ .31 TC(MIN.) = 14.07
FLOW PROCESS FROM NODE 4110.00 TO NODE 4111.00 IS CODE = 8
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
------------------------------------------------------------------- -------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.433
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .50 SUBAREA RUNOFF(CFS) _ .55
TOTAL AREA(ACRES) = 14.65 TOTAL RUNOFF(CFS) = 17.74
TC(MIN) = 14.07
I Uo • A luII::
PEAK FLOW RATE(CFS) = 17.74 Tc(MIN.) = 14.07
TOTAL AREA(ACRES) = 14.65
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 17.69 12.84
2 17.74 14.07
3 17.73 14.12
4 16.91 16.94
5 16.84 19.15
END OF RATIONAL METHOD ANALYSIS
****************************************+** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
+ + + + + + + + * + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + ++ * + + + + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
POST DEVELOPMENT FRAXINELLA STREET
FLOWS FROM THORNTON TAKEN FROM ONSITE3.DAT FILE
FILE NAME: 961 \10YEAR \DEVFRAX.DAT
TIME /DATE OF STUDY: 10: 8 1/17/1996
---------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------- - - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7
- -- -- - - - - --
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<<
------------------------------------------------------------ --------------
USER - SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) _ - -14.07 RAIN INTENSITY(INCH /HOUR) = 2.43
TOTAL AREA(ACRES) = 14.65 TOTAL RUNOFF(CFS) = 17.74
* * * * * * * * * * * * * * * * * + * * * **
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
----------------- - - - - --
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
101.00 TO NODE 102.00 IS CODE = 6
TRAVELTIME THRU SUBAREA<< <<<
---------------------------------------------------
292.00 DOWNSTREAM ELEVATION = 285.00
130.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.77
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.64
PRODUCT OF DEPTH &VELOCITY = 2.07
STREETFLOW TRAVELTIME(MIN) _ .38 TC(MIN) = 14.45
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.391
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .07
SUMMED AREA(ACRES) = 14.70 TOTAL RUNOFF(CFS) = 17.81
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .37 HALFSTREET FLOODWIDTH(FEET) = 12.07
FLOW VELOCITY (FEET /SEC.) = 5.65 DEPTH *VELOCITY = 2.08
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.45
RAINFALL INTENSITY(INCH /HR) = 2.39
TOTAL STREAM AREA(ACRES) = 14.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.81
FLOW PROCESS FROM NODE 101.50 TO NODE 101.60 IS CODE = 21
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 140.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.60
ELEVATION DIFFERENCE = 1.40
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.739
SUBAREA RUNOFF(CFS) _ .30
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .30
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 101.60 TO NODE 102.00 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION 285.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.05
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .22
HALFSTREET FLOODWIDTH(FEET) = 4.85
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.97
PRODUCT OF DEPTH &VELOCITY = .66
STREETFLOW TRAVELTIME(MIN) = 1.91 TC(MIN) = 13.62
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.484
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.50
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1.80
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET /SEC.) = 3.03 DEPTH *VELOCITY = .80
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 13.62
RAINFALL INTENSITY(INCH /HR) = 2.48
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 2 ARE:
RN me
+*+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 120.00
UPSTREAM ELEVATION = 297.00
DOWNSTREAM ELEVATION = 295.80
ELEVATION DIFFERENCE = 1.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.878
SUBAREA RUNOFF(CFS) _ .47
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .47
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION = 294.50 DOWNSTREAM ELEVATION 285.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.75
PRODUCT OF DEPTH &VELOCITY = .64
STREETFLOW TRAVELTIME(MIN) = 2.06 TC(MIN) = 12.91
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.572
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.27
SUMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 1.75
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.91
FLOW VELOCITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY = .78
******************************************* * * * * * * * * * * *** * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 207.00 TO NODE 102.00 IS CODE = 1
- - - - - - - - - - -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <<<
-------------------------------------------------------
-------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 12.91
RAINFALL INTENSITY(INCH /HR) = 2.57
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
17.81
14.45
2.391
14.70
2
1.80
13.62
2.484
1.30
3
1.75
12.91
2.572
1.20
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
20.04
12.91
2.572
2
20.63
13.62
2.484
3
21.17
14.45
2.391
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.17 Tc(MIN.) = 14.45
TOTAL AREA(ACRES) = 17.20
+---------------------------------------------------- ----------------- - - - - -+
FLOWS CROSS CROWN AT BURNING BUSH
MODEL WILL ROUTE FLOWS ON BOTH SIDES OF FRAXINELLA
I
+ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
102.00 TO NODE 103.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
285.00 DOWNSTREAM ELEVATION = 270.80
410.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.72
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .42
HALFSTREET FLOODWIDTH(FEET) = 14.65
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.02
PRODUCT OF DEPTH &VELOCITY = 2.10
STREETFLOW TRAVELTIME(MIN) = 1.36 TC(MIN) = 15.82
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.256
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.10
SUMMED AREA(ACRES) = 19.70 TOTAL RUNOFF(CFS) = 24.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.65
FLOW VELOCITY(FEET /SEC.) = 5.36 DEPTH *VELOCITY = 2.25
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * * **
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.82
RAINFALL INTENSITY(INCH /HR) = 2.26
TOTAL STREAM AREA(ACRES) = 19.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.27
-------------------------------------------------------------------- - - - - -+
ADDITION OF SECOND TRIBUTARY AREA FROM THORNTON
DRAINAGE ENTERS STREET FROM EXISTING LINED DITCH, FLOWING OVER SIDEWALK
------------------------------------------------- --------- ---------- - -- - -+
FLOW PROCESS FROM NODE 102.40 TO NODE 102.50 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
------------------------------------------------------------------
------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 10.38(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 90.00
UPSTREAM ELEVATION = 314.00
DOWNSTREAM ELEVATION = 283.00
ELEVATION DIFFERENCE = 31.00
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.961
SUBAREA RUNOFF(CFS) _ .33
TOTAL AREA(ACRES) = .25 TOTAL RUNOFF(CFS) _ .33
FLOW PROCESS FROM NODE 102.50 TO NODE 103.00 IS CODE = 4
•--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 1.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 4.4
UPSTREAM NODE ELEVATION = 283.00
DOWNSTREAM NODE ELEVATION = 268.00
FLOWLENGTH(FEET) = 170.00 MANNING'S N = .016
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) _ .33
TRAVEL TIME(MIN.) = .65 TC(MIN.) = 11.02
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.02
RAINFALL INTENSITY(INCH /HR) = 2.85
TOTAL STREAM AREA(ACRES) = .25
PEAK FLOW RATE(CFS) AT CONFLUENCE _ .33
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
23.36
14.24
2.414
19.70
1
23.85
14.92
2.342
19.70
1
24.27
15.82
2.257
19.70
2
.33
11.02
2.848
.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 20.14 11.02 2.848
2 23.65 14.24 2.414
3 24.13 14.92 2.342
4 24.53 15.82 2.257
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.53 Tc(MIN.) = 15.82
TOTAL AREA(ACRES) = 19.95
FLOW PROCESS FROM NODE 103.00 TO NODE 1000.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
===-------------------------------------------------------------------------
UPSTREAM ELEVATION = 270.80 DOWNSTREAM ELEVATION = 265.00
STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSS FALL (DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.14
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.16
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.20
PRODUCT OF DEPTH &VELOCITY = 2.23
STREETFLOW TRAVELTIME(MIN) _ .53 TC(MIN) = 16.34
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.209
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.22
SUMMED AREA(ACRES) = 20.95 TOTAL RUNOFF(CFS) = 25.75
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .43 HALFSTREET FLOODWIDTH(FEET) = 15.16
FLOW VELOCITY(FEET /SEC.) = 5.33 DEPTH *VELOCITY = 2.29
--------------------------------=--------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 25.75 Tc(MIN.) = 16.34
TOTAL AREA(ACRES) = 20.95
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 21.66 11.58
2 24.94 14.75
3 25.39 15.43
4 25.75 16.34
-----------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
# # # # # # # * * * * # # # # # # # # # # # # # #* DESCRIPTION OF STUDY # * * # # # * # * # * * * * # # # # # # * * * * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS AT THE EXISTING BULB IN FRAXINELLA
* ** ASSUMING NO OFFSITE STORM DRAIN IMPROVEMENTS * **
#****#*#******##*****#####*####*####******* * * # * * # # # * * * * * * * * * * # # * * # # # # # # # #*
FILE NAME: 961 \10YEAR \DEVBULB.DAT
TIME /DATE OF STUDY: 9:38 1/17/1996
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
------ - - - - --
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.$00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
THIS MODEL USES THE PEAK FLOW FROM FILE 961 \10YEAR \DEVFRAX.DAT AS
INITIAL DATA.
---------------------------------------------- ---- ----- ------------- - - - - -+
T -}
I WEST SIDE OF FRAXINELLA - ALL FLOWS WILL TRAVEL TO THE BULB.
EAST SIDE OF FRAXINELLA - ALL FLOWS TURN CORNER AT PERIWINKLE
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -+
#***#*#*#*******####****###*###*####***#*#*## * # # # # # # * * * * * * * * # * * * * * * # # * # * * * *#
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
--------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 10.48 TOTAL RUNOFF(CFS) = 12.88
FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.21
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .41
HALFSTREET FLOODWIDTH(FEET) = 14.13
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.24
PRODUCT OF DEPTH &VELOCITY = 2.55
STREETFLOW TRAVELTIME(MIN) = .45 TC(MIN) = 16.79
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.171
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) _ .66
SUMMED AREA(ACRES) = 11.03 TOTAL RUNOFF(CFS). = 13.54
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.13
FLOW VELOCITY(FEET /SEC.) = 6.40 DEPTH *VELOCITY = 2.62
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 256.40 DOWNSTREAM ELEVATION = 253.60
STREET LENGTH(FEET) = 68.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL (DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.07
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .43
HALFSTREET FLOODWIDTH(FEET) = 15.30
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.72
PRODUCT OF DEPTH &VELOCITY = 2.47
STREETFLOW TRAVELTIME(MIN) = .20 TC(MIN) = 16.99
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.154
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.07
SUMMED AREA(ACRES) = 11.93 TOTAL RUNOFF(CFS) = 14.60
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.30
FLOW VELOCITY(FEET /SEC.) = 5.94 DEPTH *VELOCITY = 2.57
------------------------------------------- ---------------- --------- - - - - -+
ADDITION OF FLOWS FROM WEST SIDE OF FRAXINELLA
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 1000.00 TO NODE 2069.50 IS CODE = 8
--------------------------------------------------------------------------
>>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.154
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) _ .71
TOTAL AREA(ACRES) = 12.53 TOTAL RUNOFF(CFS) = 15.31
TC(MIN) = 16.99
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
------------7------------------------------------ --- -----------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
------------------------------------------------------------------
------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.99
RAINFALL INTENSITY(INCH /HR) = 2.15
TOTAL STREAM AREA(ACRES) = 12.53
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.31
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
---------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.19 RAIN INTENSITY(INCH /HOUR) = 2.14
TOTAL AREA(ACRES) = 11.55 TOTAL RUNOFF(CFS) = 12.82
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 16.3
UPSTREAM NODE ELEVATION = 255.30
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 100.00
GIVEN PIPE DIAMETER(INCH) _
PIPEFLOW THRU SUBAREA(CFS) _
TRAVEL TIME(MIN.) = .10
254.30
MANNING'S N = .013
12.00 NUMBER OF PIPES =
12.82
TC(MIN.) = 17.29
1
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.40 TO NODE 2069.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.4
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 12.82
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.37
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.37
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 11.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.82
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
15.31
16.99
2.154
12.53
2
12.82
17.37
2.124
11.55
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
27.95
16.99
2.154
2
27.92
17.37
2.124
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.95 Tc(MIN.) = 16.99
TOTAL AREA(ACRES) = 24.08
------------------------------------------------------------------- - - ----
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 27.95 Tc(MIN.) = 16.99
TOTAL AREA(ACRES) = 24.08
* ** PEAK FLOW RATE TABLE * **
Q (CFS) Tc(MIN.)
1 27.95 16.99
2 27.92 17.37
--------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER
10 YEAR DEVELOPED FLOWS, ROSEBAY DRIVE
* ** ASSUME NO OFFSITE IMPROVEMENTS * **
FILE NAME: 961 \10YEAR \DEVROSE.DAT
TIME /DATE OF STUDY: 9:49 1/17/1996
+ + + + + + + + + + + + + + + + + + + + + + + + ++
1995
+
+
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SI$E(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
**++++****+*****************+##*****#******** * + + + + * + + + + + + * * * * # + * * + * * * * * * * * ##
FLOW PROCESS FROM NODE 200.00 TO NODE 2071.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------------------- -- ------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.97(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 1500.00
UPSTREAM ELEVATION = 400.00
DOWNSTREAM ELEVATION = 290.80
ELEVATION DIFFERENCE = 109.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.242
SUBAREA RUNOFF(CFS) = 21.89
TOTAL AREA(ACRES) = 21.70 TOTAL RUNOFF(CFS) = 21.89
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 4
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<<
>> >>> USING USER - SPECIFIED PIPESIZE <<<<<
------------------=======-------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.4
UPSTREAM NODE ELEVATION = 290.80
DOWNSTREAM NODE ELEVATION = 271.40
FLOWLENGTH(FEET) = 520.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 21.89
TRAVEL TIME(MIN.) = .65 TC(MIN.) = 16.62
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.62
RAINFALL INTENSITY(INCH /HR) = 2.19
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.89
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL, SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 296.00
DOWNSTREAM ELEVATION = 294.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .29
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .29
FLOW PROCESS FROM NODE 202.00 TO NODE 2072.00 IS CODE = 6
------ - - - - --
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 291.80 DOWNSTREAM ELEVATION 286.00
STREET LENGTH(FEET) = 415.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.11
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10
PRODUCT OF DEPTH &VELOCITY = .53
STREETFLOW TRAVELTIME(MIN) = 3.29 TC(MIN) = 15.42
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.294
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.64
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 1.93
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
FLOW VELOCITY(FEET /SEC.) = 2.47 DEPTH *VELOCITY = .72
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.42
RAINFALL INTENSITY(INCH /HR) = 2.29
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
21.89
16.62
2.185
21.70
2
1.93
15.42
2.294
1.50
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 22.79 15.42
2 23.74 16.62
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 23.
TOTAL AREA(ACRES) = 23.20
INTENSITY
(INCH /HOUR)
2.294
2.185
ARE AS FOLLOWS:
74 Tc(MIN.) = 16.62
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.20 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.6
UPSTREAM NODE ELEVATION = 271.00
DOWNSTREAM NODE ELEVATION = 248.60
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .024
3IVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 23.74
TRAVEL TIME(MIN.) = .78 TC(MIN.) = 17.40
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------- --------------- -
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.40
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 23.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.74
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 276.00
DOWNSTREAM ELEVATION = 274.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .29
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .29
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 204.00 TO NODE 2072.20 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION = 271.10 DOWNSTREAM ELEVATION 252.30
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.18
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .22
HALFSTREET FLOODWIDTH(FEET) = 4.68
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49
PRODUCT OF DEPTH &VELOCITY = .77
STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 13.92
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.450
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.75
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.05
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .25 HALFSTREET FLOODWIDTH(FEET) = 6.41
FLOW VELOCITY(FEET /SEC.) = 3.87 DEPTH *VELOCITY = .98
********##********##**********#**#********* * # * * # * * * * * * # * * * * * * # # # * # # * # * # * *#
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.92
RAINFALL INTENSITY(INCH /HR) = 2.45
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
22.79
16.21
2.221
23.20
1
23.74
17.40
2.121
23.20
2
2.05
13.92
2.450
1.50
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 22.71 13.92 2.450
2 24.64 16.21 2.221
3 25.51 17.40 2.121
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.51 Tc(MIN.) = 17.40
TOTAL AREA(ACRES) = 24.70
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.50 IS CODE = 4
---------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA «« <
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.8
UPSTREAM NODE ELEVATION = 248.20
DOWNSTREAM NODE ELEVATION = 246.80
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 25.51
TRAVEL TIME(MIN.) _ .05 TC(MIN.) = 17.45
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
--------------------- -------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.45
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 24.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.51
-------------------------------------------------- -------- ---------- - - - - -+
INITIAL Q IS TAKEN FROM FILE 961 \10YEAR \DEVFRAX
INCLUDES ALL OF THE WEST SIDE FLOWS ON FRAXINELLA AT PERIWINKLE
------------------------------------------------- ------------------- - - - - -+
+##**##***+*+**++*#**+#++######++####+#++++ + + + + + * + + * + + + * + + + + + + * * + + + * * + * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 10.48 TOTAL RUNOFF(CFS) = 12.88
+ + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE
>>>>> COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 207.00 IS CODE = 6
- --- --- - - - - --
TRAVELTIME TIJRU SUBAREA« «<
---------------------------------------------------
---------------------------------------------------
265.00 DOWNSTREAM ELEVATION = 251.30
200.00 CURB HEIGHT(INCHES) = 6.
= 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .39
HALFSTREET FLOODWIDTH(FEET) = 13.10
AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.15
PRODUCT OF DEPTH &VELOCITY = 2.78
STREETFLOW TRAVELTIME(MIN) _ .47 TC(MIN) = 16.81
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.170
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .48
SUMMED AREA(ACRES) = 10.88 TOTAL RUNOFF(CFS) = 13.36
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.62
FLOW VELOCITY(FEET /SEC.) = 6.77 DEPTH *VELOCITY = 2.70
FLOW PROCESS FROM NODE 207.00 TO NODE 2072.50 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.7
UPSTREAM NODE ELEVATION = 247.50
DOWNSTREAM NODE ELEVATION = 247.00
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 13.36
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 16.86
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.86
RAINFALL INTENSITY(INCH /HR) = 2.17
TOTAL STREAM AREA(ACRES) = 10.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.36
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
22.71
13.97
1
24.64
16.25
1
25.51
17.45
2
13.36
16.86
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
2.445
24.70
2.217
24.70
2.118
24.70
2.166
10.88
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 34.54 13.97 2.445
2 37.69 16.25 2.217
3 38.30 16.86 2.166
4 38.57 17.45 2.118
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 38.57 Tc(MIN.) = 17.45
TOTAL AREA(ACRES) = 35.58
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2072.50 TO NODE 2073.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.7
UPSTREAM NODE ELEVATION = 246.60
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 224.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 38.57
TRAVEL TIME(MIN.) _ .35 TC(MIN.) = 17.80
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.80
RAINFALL INTENSITY(INCH /HR) = 2.09
TOTAL STREAM AREA(ACRES) = 35.58
PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.57
------------------------------------------- ----- -------------------- - - - - -+
ADDITION OF DEVELOPED FLOWS FROM FRAXINELLA BULB
TAKEN FROM FILE 961 \DEVBULB.DAT
* ** ASSUME NO OFFSITE STORM IMPROVEMENTS * **
------------------------------------------------------------ -------- - - - - -+
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 7
----- - -----------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.99 RAIN INTENSITY(INCH /HOUR) = 2.15
TOTAL AREA(ACRES) = 24.08 TOTAL RUNOFF(CFS) = 27.95
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.99
RAINFALL INTENSITY(INCH /HR) = 2.15
TOTAL STREAM AREA(ACRES) = 24.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.95
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
---------------------------------------------------------------------- - - - - --
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 90.00
UPSTREAM ELEVATION = 294.00
DOWNSTREAM ELEVATION = 293.00
ELEVATION DIFFERENCE = 1.00
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.230
SUBAREA RUNOFF(CFS) _ .53
TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) _ .53
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 238.30
STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.88
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.65
PRODUCT OF DEPTH &VELOCITY = 1.50
STREETFLOW TRAVELTIME(MIN) = 4.48 TC(MIN) = 13.55
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.493
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 9.05
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 9.58
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET /SEC.) = 5.48 DEPTH *VELOCITY = 2.09
++++*+*+++*++*+++++*+++++++++++*+*+*+*++++++* + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +*
FLOW PROCESS FROM NODE 302.00 TO NODE 2073.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.2
UPSTREAM NODE ELEVATION = 235.80
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 9.58
TRAVEL TIME(MIN.) = .12 TC(MIN.) = 13.67
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.67
RAINFALL INTENSITY(INCH /HR) = 2.48
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.58
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
34.54
14.32
2.405
35.58
1
37.69
16.60
2.187
35.58
1
38.30
17.21
2.137
35.58
1
38.57
17.80
2.091
35.58
2
27.95
16.99
2.155
24.08
3
9.58
13.67
2.479
6.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
iii »I \;�yQ�] ^J:7:YY�■IY:�elwsi�id
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 67.38 13.67 2.479
2 68.87 14.32 2.405
3 73.68 16.60 2.187
4 74.27 16.99 2.155
5 74.28 17.21 2.137
6 73.77 17.80 2.091
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 74.28 Tc(MIN.) = 17.21
TOTAL AREA(ACRES) = 66.56
FLOW PROCESS FROM NODE 2073.00 TO NODE 2063.00 IS CODE = 4
----------------------------------------------------------------------------
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.9
UPSTREAM NODE ELEVATION = 234.94
DOWNSTREAM NODE ELEVATION = 210.69
FLOWLENGTH(FEET) = 374.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 74.28
TRAVEL TIME(MIN.) = .45 TC(MIN.) = 17.66
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
- --------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.66
RAINFALL INTENSITY(INCH /HR) = 2.10
TOTAL STREAM AREA(ACRES) = 66.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.28
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 208.00 TO NODE 208.20 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 11.84(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 300.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFERENCE = 18.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.719
SUBAREA RUNOFF(CFS) _ .19
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _ .19
#*****##***#***###*********#*************** * * # * * # # # + # + + * + + + * * * * * * * # * * * * # #+
FLOW PROCESS FROM NODE 208.20 TO NODE 2063.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
---------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.719
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.71
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.90
TC(MIN) = 11.84
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 11.84
RAINFALL INTENSITY(INCH /HR) = 2.72
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
67.38
14.13
2.427
66.56
1
68.87
14.78
2.357
66.56
1
73.68
17.05
2.149
66.56
1
74.27
17.44
2.119
66.56
1
74.28
17.66
2.102
66.56
1
73.77
18.25
2.057
66.56
2 5.90 11.84 2.719
3.10
2AINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 66.05 11.84 2.719
2 72.65 14.13 2.427
3 73.98 14.78 2.357
4 78.35 17.05 2.149
5 78.87 17.44 2.119
6 78.85 17.66 2.102
7 78.24 18.25 2.057
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 78.87 Tc(MIN.) = 17.44
TOTAL AREA(ACRES) = 69.66
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2063.00 TO NODE 2066.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 11.2
UPSTREAM NODE ELEVATION = 209.69
DOWNSTREAM NODE ELEVATION = 198.43
FLOWLENGTH(FEET) = 256.00 MANNING'S N = .024
GIVEN PIPE DZAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 78.87
TRAVEL TIME(MIN.) = .38 TC(MIN.) = 17.82
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.82
RAINFALL INTENSITY(INCH /HR) = 2.09
TOTAL STREAM AREA(ACRES) = 69.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.87
FLOW PROCESS FROM NODE 208.00 TO NODE 208.30 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.27(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 400.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 275.00
ELEVATION DIFFERENCE = 25.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SUBAREA RUNOFF(CFS) _ .37
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .37
FLOW PROCESS FROM NODE 208.30 TO NODE 2065.00 IS CODE = 8
---------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.02
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.39
TC(MIN) = 12.27
FLOW PROCESS FROM NODE 2065.00 TO NODE 2066.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.8
UPSTREAM NODE ELEVATION = 200.80
DOWNSTREAM NODE ELEVATION = 200.20
FLOWLENGTH(FEET) = 39.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPF,S = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.39
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 12.37
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
---------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 12.37
RAINFALL INTENSITY(INCH /HR) = 2.64
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.39
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 21
---------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS
INDUSTRIAL DEVELOPMENT
INITIAL SUBAREA FLOW -L
UPSTREAM ELEVATION =
DOWNSTREAM ELEVATION =
ELEVATION DIFFERENCE _
"D..
RUNOFF COEFFICIENT = .9500
ENGTH = 30.00
240.00
238.50
1.50
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
+ + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
THORNTON PROPERTY JOB 961 -04 NOVEMBER 1995
HYDRAULIC ANALYSIS OF EXISTING SYSTEM, 10 YEAR STORM
* * ** NO OFFSITE IMPROVEMENTS * **
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ILE NAME: 961 \10YEAR \DEVROSE.PIP
_IME /DATE OF STUDY: 10: 4 1/17/1996
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
GRADUALLY VARIED FLOW
ANALYSIS FOR
PIPE SYSTEM
NODAL POINT
STATUS TABLE
(Note: " *" indicates
nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL
PRESSURE PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS
HEAD(FT) MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
007.00-
3.00
2622.86
1.78*
3384.41
)
FRICTION
2066.00-
2.81 *Dc
2593.42
2.81 *Dc
2593.42
)
JUNCTION
066.00-
3.55*
2609.75
2.76 Dc
2329.14
)
FRICTION
1063.00-
10.49*
5670.93
1.61
3293.01
)
JUNCTION
_063.00-
4.68*
2915.71
1.99
2417.71
)
FRICTION
) HYDRAULIC JUMP
063.10-
2.71 Dc
2127.72
2.09*
2340.02
)
MANHOLE
2063.10-
2.71 Dc
2127.72
2.13*
2311.13
)
FRICTION
073.00-
2.71 *Dc
2127.72
2.71 *Dc
2127.72
)
JUNCTION.
9073.00-
5.15*
1782.52
1.65
994.20
)
FRICTION
) HYDRAULIC JUMP
072.60-
2.10 Dc
920.43
1.80*
950.81
)
FRICTION
072.50-
2.10 *Dc
920.43
2.10 *Dc
920.43
)
JUNCTION
2072.50-
3.36*
901.74
1.30
577.16
)
FRICTION
072.20-
-----------------------------------------------------------------------------
2.28*
584.73
1.72 Dc
520.46
MAXIMUM
----------------------------------------------------
NUMBER OF
ENERGY BALANCES USED IN EACH PROFILE = 25
---------------
-- - - - - --
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
- ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
rTODE NUMBER = 2007.00 FLOWLINE ELEVATION = 192.00
IPE FLOW = 84.58 CFS PIPE DIAMETER = 36.00 INCHES
__SSUMED DOWNSTREAM CONTROL HGL = 195.000
-----------------------------------------------------------------------------
ODE 2007.00 : HGL = < 193.779>;EGL= <
199.606 >; FLOWLINE = <
192.000>
2066.00 IS CODE = 5
-LOW PROCESS FROM NODE 2007.00 TO NODE
2066.00 IS CODE = 1
ELEVATION =
PSTREAM NODE 2066.00 ELEVATION =
197.50 (FLOW IS SUPERCRITICAL)
-----------------------------------------------------------------------------
rALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW =
84.58 CFS
PIPE DIAMETER = 36.00
INCHES
IPE LENGTH =
110.00 FEET
MANNING'S N = .01300
(CFS)
-----------------------------------------------------------------------------
ORMAL DEPTH(FT)
= 1.62
CRITICAL DEPTH(FT) =
2.81
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM CONTROL
---------------------------------------------------------------------------
ASSUMED FLOWDEPTH(FT) =
2.81
11.158
---------------------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
---------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
2.809
12.291
5.156
2593.42
.096
2.761
12.424
5.160
2594.89
.382
2.714
12.573
5.170
2599.24
.862
2.666
12.738
5.187
2606.40
1.544
2.618
12.918
5.211
2616.37
2.441
2.571
13.114
5.243
2629,16
3.569
2.523
13.326
5.282
2644.83
4.950
2.475
13.554
5.330
2663.45
6.612
2.428
13.798
5.386
2685.14
8.588
2.380
14.060
5.451
2710.00
10.920
2.332
14.340
5.527
2738.17
13.659
2.285
14.638
5.614
2769.82
16.869
2.237
14.957
5.713
2805.13
20.628
2.189
15.298
5.826
2844.30
25.040
2.142
15.661
5.952
2887.56
30.236
2.094
16.048
6.096
2935.18
36.391
2.046
16.461
6.257
2987.43
43.745
1.999
16.902
6.437
3044.64
52.632
1.951
17.372
6.640
3107.16
63.545
1.904
17.876
6.868
3175.40
77.252
1.856
18.414
7.124
3249.81
95.039
1.808
16.991
7.412
3330.89
110.000
---------------------------------------------------------------------------
1.779
19.366
7.606
3384.41
_.ODE 2066.00 :
HGL = < 200.309>;EGL= <
202.656>;FLOWLINE= <
197.500>
LOW PROCESS
FROM NODE
2066.00 TO NODE
2066.00 IS CODE = 5
UPSTREAM NODE
2066.00
ELEVATION =
198.43 (FLOW IS AT CRITICAL DEPTH)
---------------------------------------------------------------------------
ALCULATE JUNCTION
LOSSES:
PIPE
FLOW
DIAMETER ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES)
ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM
78.87
36.00 18.50
198.43 2.76
11.158
DOWNSTREAM 84.58 36.00 - 197.50 2.81 12.295
LATERAL #1 4.00 18.00 60.00 199.93 .77 2.609
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 1.71 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
_Y=(Q2*V2-Q1*V1 *COS (DELTAI)-Q3*V3 *COS (DELTA3)-
Q4 *V4 *COS ( DELTA4 )) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .04765
OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01390
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03078
UNCTION LENGTH = 10.00 FEET
RICTION LOSSES = .308 FEET ENTRANCE LOSSES = .469 FEET
uUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
-TUNCTION LOSSES = ( .788) +( .469) = 1.257
---------------------------------------------------------------------------
ODE 2066.00 : HGL = < 201.980 >;EGL = < 203.914 >; FLOWLINE = < 198.430>
LOW PROCESS FROM NODE 2066.00 TO NODE 2063.00 IS CODE = 1
UPSTREAM NODE 2063.00 ELEVATION = 203.69 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
rIPE FLOW = 78.87 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 256.00 FEET MANNING'S N = .02400
F= (Q /K) * *2 = (( 78.87)/( 361.284)) * *2 = .04766
F =L *SF = ( 256.00) *( .04766) = 12.200
-----------------------------------------------------------------------------
ODE 2063.00 : HGL = < 214.181 >;EGL = < 216.114>;FLOWLINE= < 203.690>
°'LOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 5
PSTREAM NODE 2063.00 ELEVATION = 210.69 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAM 74.28 36.00 10.00 210.69 2.71 10.508
DOWNSTREAM 78.87 36.00 - 203.69 2.76 11.158
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 4.59 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .04227
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .04765
"VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .04496
UNCTION LENGTH = 7.00 FEET
.RICTION LOSSES = .315 FEET ENTRANCE LOSSES = .387 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .585) +( .387) = .972
---------------------------------------------------------------------------
NODE 2063.00 : HGL = < 215.371>;EGL= < 217.086 >; FLOWLINE = < 210.690>
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.10 IS CODE = 1
" PSTREAM NODE 2063.10 ELEVATION = 223.36 (HYDRAULIC JUMP OCCURS)
--------------------------------------------------------------- ------ - - - - --
CALCULATE FRICTION LOSSES (LACFCD) :
IPE FLOW = 74.28 CFS PIPE DIAMETER = 36.00 INCHES
IPE LENGTH = 181.00 FEET MANNING'S N = .02400
-----------------------------------------------------------------------------
"YDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
-ORMAL DEPTH(FT)
= 1.99
= 4.68
CRITICAL DEPTH(FT)
= 2.71
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
2.09
---------------------------------------------------------------------------
DISTANCE FROM
---------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
CONTROL(FT)
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.085
14.160
5.201
2340.02
1.065
2.081
14.189
5.210
2342.95
2.182
2.077
14.219
5.219
2345.90
3.356
2.073
14.248
5.228
2348.88
4.592
2.070
14.278
5.237
2351.88
5.896
2.066
14.308
5.246
2354.90
7.275
2.062
14.338
5.256
2357.96
8.737
2.058
14.368
5.265
2361.04
10.292
2.054
14.398
5.275
2364.14
11.950
2.050
14.429
5.285
2367.27
13.726
2.046
14.459
5.294
2370.43
15.636
2.042
14.490
5.304
2373.61
17.699
2.038
14.521
5.314
2376.82
19.940
2.034
14.552
5.325
2380.05
22.390
2.030
14.583
5.335
2383.31
25.089
2.027
14.615
5.345
2386.60
28.089
2.023
14.646
5.356
2389.92
31.462
2.019
14 ;678
5.366
2393.26 ,
35.308
2.015
14.710
5.377
2396.63
39.772
2.011
14.742
5.388
2400.03
45.081
2.007
14.774
5.399
2403.46
51.615
2.003
14.807
5.410
2406.91
60.087
1.999
14.840
5.421
2410.39
72.094
1.995
14.872
5.432
2413.90
92.771
1.991
14.905
5.443
2417.44
181.000
1.991
14.908
5.444
2417.71
T;YDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
--------------------------------------------------------
OWNSTREAM CONTROL
ASSUMED PRESSURE HEAD(FT)
= 4.68
--- ----------------
-------------------------------------------------------------------------
RESSURE FLOW PROFILE COMPUTED
INFORMATION:
---------------------------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.681
10.508
6.396
2915.71
60.621
3.000
10.508
4.715
2174.28
SSUMED DOWNSTREAM
PRESSURE HEAD(FT) 3.00
-------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE
COMPUTED INFORMATION:
--------
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
60.621
3.000
10.505
4.715
2174.28
60.974
2.988
10.509
4.705
2169.79
61.271
2.977
10.517
4.696
2165..81
61.538
2.965
10.527
4.687
2162.17
61.781
2.954
10.539
4.680
2158.80
62.004
2.942
10.553
4.672
2155.67
62.210
2.931
10.568
4.666
2152.76
62.401
2.919
10.584
4.660
2150.04
62.578
2.907
10.602
4.654
2147.51
62.741
2.896
10.621
4.648
2145.16
62.893
2.884
10.640
4.643
2142.97
63.033
2.873
10.661
4.639
2140.95
63.162
2.861
10.683
4.634
2139.08
63.281
2.850
10.706
4.631
2137.37
63.390
2.838
10.730
4.627
2135.80
63.488
2.826
10.755
4.624
2134.38
63.577
2.815
10.780
4.621
2133.10
63.656
2.803
10.807
4.618
2131.96
63.726
2.792
10.835
4.616
2130.96
63.786
2.780
10.863
4.614
2130.10
63.838
2.769
10.892
4.612
2129.37
63.880
2.757
10.922
4.611
2128.77
63.912
2.745
10.953
4.609
2128.31
63.936
2.734
10.985
4.609
2127.98
63.950
2.722
11.017
4.608
2127.79
63.955
2.711
11.050
4.608
2127.72
181.000
2.711
11.050
4.608
2127.72
-------------- - -
- - -- -END OF HYDRAULIC JUMP
ANALYSIS ------------------------
RESSURE +MOMENTUM
BALANCE OCCURS AT 40.73 FEET UPSTREAM OF
NODE 2063.00
DOWNSTREAM
DEPTH = 3.552
FEET, UPSTREAM CONJUGATE DEPTH
= 1.991 FEET
---------------------------------------------------------------------------
ODE 2063.10 : HGL = < 225.445
>;EGL = <
228.561 >;FLOWLINE = <
223.360>
LOW PROCESS FROM
NODE 2063.10
TO NODE
2063.10 IS CODE = 2
UPSTREAM NODE 2063.10
ELEVATION =
223.60 (FLOW IS SUPERCRITICAL)
---------------------------------------------------------------
ALCULATE MANHOLE
LOSSES (LACFCD):
IPE FLOW =
74.28 CFS
PIPE DIAMETER = 36.00 INCHES
AVERAGED VELOCITY
HEAD = 3.052
FEET
MN = .05 *(AVERAGED VELOCITY HEAD)
= .05 *( 3.052) _ .153
---------------------------------------------------------------------------
riODE 2063.10 : HGL = < 225.726
>;EGL = <
228.713 >;FLOWLINE = <
223.600>
_LOW PROCESS FROM
NODE 2063.10
TO NODE
2073.00 IS CODE = 1
UPSTREAM NODE 2073.00
ELEVATION =
234.94 (FLOW IS SUPERCRITICAL)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW =
74.28 CFS
PIPE DIAMETER = 36.00
INCHES
'IPE LENGTH =
189.00 FEET
MANNING'S N = .02400
---------------------------------------------------------------------------
riORMAL DEPTH(FT)
-----------------------------------------------------------------------------
= 2.10
CRITICAL DEPTH(FT) =
2.71
-----------------------------------------------------------------------------
PSTREAM CONTROL
---------------------------------------------------------------------------
ASSUMED FLOWDEPTH(FT)
=
2.71
---------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
1ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
2.711
11.050
4.608
2127.72
.030
2.686
11.123
4.609
2128.01
.123
2.662
11.199
4.611
2128.87
.281
2.638
11.278
4.614
2130.31
.508
2.614
11.361
4.619
2132.33
.809
2.589
11.448
4.626
2134.93
1.190
2.565
11.538
4.634
2138.12
1.657
2.541
11.632
4.643
2141.91
2.220
2.517
11.729
4.654
2146.29
2.888
2.492
11.830
4.667
2151.29
3.673
2.468
11.935
4.681
2156.92
4.592
2.444
12.043
4.697
2163.17
5.662
2.420
12.156
4.715
2170.08
6.907
2.395
12.272
4.735
2177.64
8.356
2.371
12.393
4.757
2185.87
10.049
2.347
12.517
4.781
2194.80
12.036
2.322
12.646
4.807
2204.43
14.385
2.298
12.780
4.836
2214.78
17.193
2.274
12.918
4.867
2225.88
20.601
2.250
13.060
4.900
2237.74
24.831
2.225
13.207
4.936
2250.38
30.249
2.201
13.359
4.974
2263.82
37.548
2.177
13.517
5.016
2278.10
48.282
2.153
13.679
5.060
2293.23
67.434
2.128
13.847
5.108
2309.23
189.000
2.126
13.867
5.113
2311.13
-----------------------------------------------------------------------------
ODE 2073.00 : HGL =
< 237.651>;EGL= <
239.548 >; FLOWLINE =
< 234.940>
LOW PROCESS FROM NODE
2073.00
TO NODE
2073.00 IS CODE = 5
PSTREAM NODE 2073.00
---------------------------------------------------
ELEVATION =
235.40 (FLOW IS AT
------------
CRITICAL DEPTH)
--- ----- - - - - --
^ALCULATE JUNCTION LOSSES:
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT /SEC)
UPSTREAM
38.57
30.00
.00
235.40
2.10
7.857
DOWNSTREAM
74.28
36.00
-
234.94
2.71
11.054
LATERAL #1
23.75
30.00
90.00
235.90
1.66
4.838
LATERAL #2
11.96
18.00
90.00
235.40
1.31
6.768
Q5
.00 =
= =Q5 EQUALS BASIN INPUT = ==
a�ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
^Y=(Q2*V2-Q1*V1 *COS (DELTAI)-Q3*V3 *COS (DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
_ PSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .03014
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .03710
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03362
UNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .134 FEET ENTRANCE LOSSES = .000 FEET
- UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( 1.963) +( .000) = 1.963
-----------------------------------------------------------------------------
*TODE 2073.00 : HGL = < 240.552>;EGL= < 241.511 >; FLOWLINE = < 235.400>
******************************************** * * * * * * * * * * * * ** * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2073.00 TO NODE 2072.60 IS CODE = 1
PSTREAM NODE 2072.60 ELEVATION = 245.55 (HYDRAULIC JUMP OCCURS)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD) :
-IPE FLOW = 38.57 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 199.00 FEET MANNING'S N = .02400
- -- ----------------------------
YDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 1.64
CRITICAL DEPTH(FT)
= 2.10
---------------------------------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
1.80
(FT /SEC)
---------------------------------------------------------------------------
-----------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
5.152
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.799
10.196
3.414
950.81
538
1.793
10.234
3.420
952.18
1.111
1.787
10.272
3.426
953.58
1.720
1.780
10.311
3.432
955.02
2.371
1.774
10.350
3.439
956.49
3.066
1.768
10.389
3.445
957.99
3.811
1.762
10.429
3.452
959.53
4.611
1.756
10.469
3.459
961.11
5.472
1.749
10.510
3.466
962.72
6.402
1.743
10.551
3.473
964.37
7.409
1.737
10.593
3.480
966.06
8.504
1.731
10.635
3.488
967.78
9.700
1.724
10.677
3.496
969.54
11.014
1.718
10.720
3.504
971.34
12.465
1.712
10.763
3.512
973.18
14.081
1.706
10.807
3.520
975.05
15.897
1.700
10.851
3.529
976.97
17.958
1.693
10.895
3.538
978.92
20.331
1.687
10.940
3.547
980.92
23.113
1.681
10.986
3.556
982.95
26.453
1.675
11.032
3.566
985.03
30.602
1.668
11.078
3.575
987.15
36.031
1.662
11.125
3.585
989.31
43.796
1.656
11.172
3.595
991.51
57.289
1.650
11.220
3.606
993.75
199.000
1.649
11.230
3.608
994.20
:YDRAULZC JUMP: UPSTREAM RUN ANALYSIS RESULTS
uOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.15
---------------------------------------------------------------------------
---------------------------------------------------------------------------
'RESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
5.152
7.857
6.111
1782.52
127.088
---------------------------------------------------------------------------
2.500
7.857
3.459
970.18
---------------------------------------------------------------------------
.SSUMED DOWNSTREAM
PRESSURE HEAD(FT) =
2.50
- -- ------------------------------------------------------------------------
(4RADUALLY VARIED FLOW PROFILE
COMPUTED
INFORMATION:
---------------------------------------------------------------------------
- IISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
127.088
2.500
7.855
3.459
970.18
127.745
2.484
7.862
3.444
965.76
128.307
2.468
7.874
3.431
961.77
128.818
2.452
7.891
3.419
958.07
129.289
2.435
7.910
3.408
954.61
129.727
2.419
7.932
3.397
951.35
130.137
2.403
7.957
3.387
948.29
130.521
2.387
7.983
3.377
945.42
130.883
2.371
8.012
3.368
942.71
131.223
2.355
8.043
3.360
940.17
131.542
2.339
8.075
3.352
937.79
131.842
2.323
8.110
3.344
935.57
132.122
2.306
8.146
3.337
933.50
132.384
2.290
8.184
3.331
931.59
132.627
2.274
8.223
3.325
929.82
132.851
2.258
8.265
3.319
928.21
133.057
2.242
8.308
3.314
926.75
133.244
2.226
8.353
3.310
925.44
133.411
2.210
8.399
3.306
924.27
133.559
2.194
8.447
3.302
923.26
133.687
2.177
8.497
3.299
922.40
133.794
2.161
8.548
3.297
921.70
133.879
2.145
8.601
3.295
921.15
133.941
2.129
8.656
3.293
920.75
133.979
2.113
8.713
3.292
920.51
133.992
2.097
8.771
3.292
920.43
199.000
2.097
8.771
3.292
920.43
-------------- - -
- - -- -END OF HYDRAULIC
JUMP ANALYSIS ------------------------
RESSURE +MOMENTUM
BALANCE OCCURS AT 123.39 FEET UPSTREAM OF
NODE 2073.00
DOWNSTREAM
DEPTH = 2.577
FEET, UPSTREAM CONJUGATE DEPTH
= 1.650 FEET
---------------------------------------------------------------------------
fODE 2072.60 : HGL = < 247.349
>;EGL = <
248.964 >;FLOWLINE = <
245.550>
LOW PROCESS FROM
NODE 2072.60
TO NODE
2072.50 IS CODE = 1
uPSTREAM NODE 2072.50
ELEVATION =
246.60 (FLOW IS SUPERCRITICAL)
-------7------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
--- -------------------------------
-'IPE FLOW =
38.57 CPS
PIPE DIAMETER = 30.00
INCHES
PIPE LENGTH =
25.00 FEET
MANNING'S N = .02400
---------------------------------------------------------------------------
fORMAL DEPTH(FT)
= 1.77
CRITICAL DEPTH(FT) =
2.10
-----------------------------------------------------------------------
-- PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
2.10
- - ----
------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
-----------------------------------------------------------------------------
,ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT) MOMENTUM(POUNDS)
.000
2.097
8.771
3.292
920.43
.016
2.084
8.820
3.292
920.49
.064
2.070
8.871
3.293
920.65
.147
2.057
8.922
3.294
920.92
.268
2.044
8.975
3.295
921.31
.431
2.031
9.029
3.297
921.81
.639
2.017
9.084
3.300
922.43
.896
2.004
9.141
3.302
923.16
1.209
1.991
9.199
3.306
924.01
1.583
1.978
9.258
3.309
924.99
2.027
1.964
9.318
3.314
926.08
2.549
1.951
9.380
3.318
927.30
3.161
1.938
9.444
3.324
928.64
3.878
1.925
9.508
3.329
930.11
4.716
1.911
9.574
3.336
931.71
5.699
1.898
9.642
3.343
933.44
6.857 1.885 9.711 3.350
935.31
8.232 1.872 9.781 3.358
937.31
9.861 1.859 9.853 3.367
939.45
11.888 1.845 9.927 3.376
941.73
14.385 1.832 10.002 3.386
944.15
17.592 1.819 10.079 3.397
946.73
21.921 1.806 10.157 3.409
949.45
25.000 1.799 10.196 3.414
950.81
---------------------------------------------------------------------------
ODE 2072.50 : HGL = < 248.697 >;EGL = < 249.892 >;FLOWLINE = <
246.600>
******************************************** * * * * * * * * * ** * * * * * * * **
* * * * * * * * * **
LOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 5
UPSTREAM NODE 2072.50 ELEVATION = 246.80 (FLOW IS AT CRITICAL
DEPTH)
-----------------------------------------------------------------------------
ALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 25.51 30.00 .00 246.80 1.72
5.197
DOWNSTREAM 38.57 30.00 - 246.60 2.10
8.774
LATERAL #1 13.07 18.00 90.00 247.00 1.35
7.396
LATERAL #2 .00 .00 .00 .00 .00
.000
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
UPSTREAM: MANNING'S N = .02400; FRICTION SLOPE _ .01318
DWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE _ .02898
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02108
oUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .084 FEET ENTRANCE LOSSES = .000 FEET
UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .682) +( .000) _ .682
-----------------------------------------------------------------------------
ODE 2072.50 : HGL = < 250.155 >;EGL = < 250.575 >;FLOWLINE = <
246.800>
-LOW PROCESS FROM NODE 2072.50 TO NODE 2072.20 IS CODE = 1
PSTREAM NODE 2072.20 ELEVATION = 248.20 (FLOW SEALS IN
REACH)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW = 25.51 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 28.00 FEET MANNING'S N = .02400
OWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 3.36
---------------------------------------------------------------------------
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
-------------------
ISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 3.355 5.197 3.775
901.74
23.228 2.500 5.197 2.919
639.79
---------------------------------------------------------------------------
NORMAL DEPTH(FT) = 1.27 CRITICAL DEPTH(FT) =
1.72
---------------------------------------------------------------------
SSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50
- - - ---
-----------------------------------------------------------------------
^RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------
- - - - --
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
23.228
2.500
5.195
2.919
639.79
24.007
2.469
5.207
2.890
630.86
24.729
2.438
5.230
2.863
622.47
25.416
2.407
5.259
2.836
614.46
26.077
2.375
5.294
2.811
606.78
26.715
2.344
5.333
2.786
599.41
27.331
2.313
5.378
2.762
592.34
27.928
2.282
5.426
2.739
585.56
28.000
2.278
5.433
2.737
584.73
---------------------------------------------------------------------------
[ODE 2072.20
: HGL = < 250.478
>;EGL = <
250.937 >; FLOWLINE = < 248.200>
•*, r++ �+ t: �t, r�*, r, r*, t, r*+* �+..+* t* t++* tr**, t+, t+*, t* t, t��+* � ,t +,tt,t,r +r,r,r,r.. * + + * :r + + +,t ,t*
UPSTREAM PIPE FLOW CONTROL DATA:
fODE NUMBER = 2072.20 FLOWLINE ELEVATION = 248.20
ASSUMED UPSTREAM CONTROL HGL = 249.92 FOR DOWNSTREAM RUN ANALYSIS
-------------------------------------------------------------------- -- ------
END OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* # # * * * + * * * * * * * * * * * * * * # * ** DESCRIPTION OF STUDY * * * * * # # # # * * * * # * # * # # # # * # # ##
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* HYDRAULIC ANALYSIS OF LATERAL SERVING FRAXINELLA BULB, DEVELOPED FLOWS
DOWNSTREAM CONTROL FROM 961 \10YEAR \DEVROSE.PIP
********+++**++****+*+++*+*+++*+++*+++++++ * + + + + + + * * * # # # * * * * * * * * * * * * * # * * #+
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
_'ILE NAME: 961 \10YEAR \DEVBULB.PIP
TIME /DATE OF STUDY: 9:15 1/18/1996
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
;073.00- 4.55* 1319.83 1.32 668.23
) FRICTION ) HYDRAULIC JUMP
:069.50- 1.80 *Dc 588.80 1.80 *Dc 588.80
)
JUNCTION
1069.50-
3.41*
573.49
.70 341.00
)
FRICTION ) HYDRAULIC
JUMP
069.40-
1.29 *Dc
223.89
1.29 *Dc 223.89
)
CATCH BASIN
2069.40-
1.63*
99.07
1.29 Dc 74.94
---------------------------------------------------------------------------
IAXIMUM
NUMBER OF ENERGY BALANCES USED IN EACH
PROFILE = 25
---------------
-TOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
!ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
**+***#**+****+*+*+**#******++++++++++++++++ + + + + * * * * * * * * * * * * * * * * * * * * * * * * * **
nOWNSTREAM PIPE FLOW CONTROL DATA:
fODE NUMBER = 2073.00 FLOWLINE ELEVATION = 236.00
'IPE FLOW = 27.95 CFS PIPE DIAMETER = 30.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 240.552
---------------------------------------------------------------------------
fODE 2073.00 : HGL = < 240.552 >;EGL = < 241.055>;FLOWLINE= < 236.000>
'LOW PROCESS FROM NODE 2073.00 TO NODE 2069.50 IS CODE = 1
JPSTREAM NODE 2069.50 ELEVATION = 248.30 (HYDRAULIC JUMP OCCURS)
--------------------------------------------- ------------------
'ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 27.95 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 225.00 FEET MANNING'S N = .02400
-- ----- - - - - --
14YDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
fORMAL DEPTH(FT)
= 1.31
VELOCITY
CRITICAL DEPTH(FT)
= 1.80
---------------------------------------------------------------------------
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
= 1.80
ENERGY(FT)
;RADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
5.055
)ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.802
7.374
2.647
588.80
.013
1.783
7.462
2.648
588.91
.055
1.763
7.553
2.649
589.23
.127
1.743
7.647
2.651
589.76
.234
1.723
7.744
2.655
590.52
.378
1.703
7.844
2.659
591.51
.563
1.683
7.948
2.665
592.74
.795
1.663
8.055
2.672
594.21
1.079
1.644
8.166
2.680
595.94
1.420
1.624
8.280
2.689
597.92
1.828
1.604
8.399
2.700
600.18
2.312
1.584
8.521
2.712
602.71
2.883
1.564
8.647
2.726
605.53
3.556
1.544
8.778
2.742
608.64
4.349
1.524
8.914
2.759
612.07
5.285
1.504
9.054
2.778
615.81
6.396
1.485
9.199
2.799
619.88
7.724
1.465
9.350
2.823
624.29
9.327
1,445
9.506
2.849
629.06
11.293
1.425
9.667
2.877
634.20
13.754
1.405
9.835
2.908
639.73
16.936
1.385
10.009
2.942
645.65
21.258
1.365
10.189
2.978
652.00
27.669
1.345
10.376
3.018
658.77
39.202
1.326
10.571
3.062
666.01
225.000
1.320
10.630
3.075
668.23
--- - - - - --
AYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
-----= ----------------------- = ----------------- ------------------------------
----------------------------------------------------------------------
)OWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.55
-------------------------------- ------
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
)ISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.552
5.694
5.055
1319.83
52.831
2.500
5.694
3.003
691.29
-----------------------------------------------------------------------------
ASSUMED DOWNSTREAM
PRESSURE HEAD(FT) =
2.50
------------------------------------------------------------------------
;RADUALLY VARIED FLOW PROFILE
COMPUTED
INFORMATION:
-----------------------------------------------------------------------------
)ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
52.831
2.500
5.692
3.003
691.29
53.486
2.472
5.704
2.978
683.36
54.085
2.444
5.724
2.953
675.98
54.652
2.416
5.751
2.930
668.96
55.194
2.388
5.784
2.908
662.27
55.714
2.360
5.820
2.887
655.87
56.214
2.333
5.861
2.866
649.76
56.695
2.305
5.906
2.847
643.92
57.158
2.277
5.954
2.828
638.35
57.603
2.249
6.007
2.810
633.05
58.032
2.221
6.063
2.792
628.02
58.442
2.193
6.122
2.775
623.26
58.835
2.165
6.186
2.760
618.78
59.209
2.137
6.252
2.745
614.59
59.564
2.109
6.323
2.731
610.67
59.898
2.081
6.397
2.717
607.06
60.212
2.054
6.476
2.705
603.74
60.503
2.026
6.558
2.694
600.72
60.769
1.998
6.644
2.684
598.03
61.010
1.970
6.735
2.675
595.65
61.222
1.942
6.829
2.667
593.61
61.404
1.914
6.928
2.660
591.92
61.552
1.886
7.032
2.655
590.57
61.664
1.858
7.141
2.651
589.60
61.734
1.830
7.255
2.648
589.01
61.758
1.802
7.374
2.647
588.80
225.000
1.802
7.374
2.647
588.80
------------ ----
- - - - -- -END OF HYDRAULIC JUMP
ANALYSIS------------------------
,RESSURE+MOMENTUM BALANCE OCCURS
AT 54.76 FEET UPSTREAM OF
NODE 2073.00
DOWNSTREAM
DEPTH = 2.411
FEET, UPSTREAM CONJUGATE DEPTH
= 1.321 FEET
-----------------------------------------------------------------------------
'ODE 2069.50
: HGL = < 250.102
>;EGL = <
250.947 >;FLOWLINE =
< 248.300>
°LOW PROCESS
FROM NODE 2069.50
TO.NODE
2069.50 IS CODE = 5
BSTREAM NODE
----------------------------------------------------
2069.50 ELEVATION =
248.50 (FLOW IS AT
----------
CRITICAL DEPTH)
---- -- - - -- - --
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 12.82 24.00 45.00 248.50 1.29
4.081
DOWNSTREAM 27.95 30.00 - 248.30 1.80
7.376
LATERAL #1 .00 .00 .00 .00 .00
.000
LATERAL #2 .00 .00 .00 .00 .00
.000
Q5 15.13 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS (DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00321
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .02093
".VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01207
UNCTION LENGTH = 10.00 FEET
FRICTION LOSSES = .121 FEET ENTRANCE LOSSES = .169 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( 1.051) +( .169) = 1.219
---------------------------------------------------------------------------
NODE 2069.50 : HGL = < 251.908 >;EGL = < 252.167 >;FLOWLINE = <
248.500>
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.40 IS CODE = 1
"PSTREAM NODE 2069.40 ELEVATION = 252.08 (HYDRAULIC JUMP
------------------------------------------------------------- --------
OCCURS)
- - - - --
CALCULATE FRICTION LOSSES (LACFCD) :
IPE FLOW = 12.82 CFS PIPE DIAMETER = 24.00 INCHES
IPE LENGTH = 65.00 FEET MANNING'S N = .01300
-----------------------------------------------------------------------------
^YDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
..ORMAL DEPTH(FT)
_ .67
CRITICAL DEPTH(FT)
= 1.29
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
1.29
---------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
------------------
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.288
5.994
1.846
223.89
.019
1.263
6.130
1.847
224.01
.080
1.238
6.274
1.850
224.39
.187
1.214
6.425
1.855
225.04
.346
1.189
6.585
1.863
225.98
.562
1.164
6.754
1.873
227.21
.845
1.139
6.933
1.886
228.76
1.202
1.115
7.122
1.903
230.65
1.643
1.090
7.323
1.923
232.89
2.183
1.065
7.535
1.947
235.50
2.834
1.040
7.761
1.976
238.51
3.617
1.016
8.000
2.010
241.96
4.554
.991
8.255
2.050
245.86
5.672
.966
8.527
2.096
250.25
7.009
.941
8.817
2.149
255.18
8.611
.917
9.127
2.211
260.67
10.541
.892
9.458
2.282
266.79
12.881
.867
9.Q14
2.364
273.58
15.753
.842
10.197
2.458
281.10
19.329
.818
10.608
2.566
289.42
23.882
.793
11.052
2.691
298.63
29.868
.768
11.532
2.835
308.81
38.143
.743
12.053
3.001
320.06
50.633
.719
12.618
3.193
332.51
65.000
.703
12.999
3.329
341.00
nYDRAULIC JUMP:
UPSTREAM RUN
ANALYSIS RESULTS
-------------------------------
-----------------------------------------------------------
OWNSTREAM CONTROL
ASSUMED PRESSURE
HEAD (FT) = 3.41
__________________
---------------------------------------------------------
PRESSURE FLOW PROFILE COMPUTED
INFORMATION:
------------------
---------------------------------------------------------------------------
ISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.408
4.081
3.667
573.49
27.152
2.000
4.081
2.259
297.42
ASSUMED DOWNSTREAM PRESSURE HEAD (FT)
2.00
-----------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
----------
-----------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
27.152
2.000
4.079
2.259
297.42
27.672
1.972
4.091
2.232
292.13
28.165
1.943
4.113
2.206
287.11
28.642
1.915
4.141
2.181
282.28
29.104
1.886
4.174
2.157
277.63
29.553
1.858
4.212
2.133
273.15
29.990
1.829
4.255
2.110
268.83
30.415
1.801
4.302
2.088
264.68
30.828
1.772
4.354
2.067
260.69
31.229
1.744
4.410
2.046
256.88
31.617
1.715
4.470
2.025
253.23
31.992
1.687
4.534
2.006
249.77
32.352
1.658
4.602
1.987
246.49
32.698
1.630
4.676
1.969
243.39
33.028
1.601
4.753
1.952
240.50
33.341
1.573
4.836
1.936
237.80
33.635
1.544
4.924
1.921
235.31
33.910
1.516
5.017
1.907
233.05
34.162
1.487
5.116
1.894
231.00
34.391
1.459
5.221
1.882
229.19
34.594
1.430
5.331
1.872
227.63
34.768
1.402
5.449
1.863
226.32
34.911
1.373
5.573
1.856
225.28
35.018
1.345
5.705
1.850
224.52
35.086
1.316
5.845
1.847
224.05
35.109
1.288
5.994
1.846
223.89
65.000
1.288
5.994
1.846
223.89
---------------- - - - - -- -END OF HYDRAULIC
JUMP ANALYSIS ------------------------
RESSURE +MOMENTUM BALANCE OCCURS
AT 24.71 FEET UPSTREAM OF NODE 2069.50
DOWNSTREAM DEPTH
= 2.126
FEET, UPSTREAM CONJUGATE DEPTH =
.739 FEET
-----------------------------------------------------------------------------
ODE 2069.40 : HGL =
< 253.368>;EGL=
<
253.926 >; FLOWLINE = <
252.080>
":,OW PROCESS FROM NODE
2069.40
TO NODE
2069.40 IS CODE = 8
PSTREAM NODE 2069.40
ELEVATION =
252.41 (FLOW IS AT CRITICAL DEPTH)
-----------------------------------------------------------------------------
CALCULATE CATCH BASIN
ENTRANCE
LOSSES(LACFCD) :
IPE FLOW = 12.82
CFS
PIPE
DIAMETER = 24.00 INCHES
LOW VELOCITY = 6.00
FEET /SEC.
VELOCITY HEAD = .558 FEET
CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( .558) =
.112
---------------------------------------------------------------------------
ODE 2069.40 : HGL =
< 254.038
>;EGL = <
254.038 >; FLOWLINE = <
252.410>
PSTREAM PIPE FLOW CONTROL DATA:
_.ODE NUMBER = 2069.40 FLOWLINE ELEVATION = 252.41
ASSUMED UPSTREAM CONTROL HGL = 253.70 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
--------------------------------------------------------------- - - - --
END OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
+ * * * + + + + + + + + + + + + + + # + + + + + ++ DESCRIPTION OF STUDY + + + + * + + + + + + + + + + + + + + + + + + + #+
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
OFFSITE HYDRAULIC ANALYSIS OF LATERAL TO INLET ON PERIWINKLE
* CONTROL FROM 961 \DEV.PIP, FLOWS FROM 961 \NATROSE.DAT
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ILE NAME: 961 \10YEAR \DEV207.LAT
.IME /DATE OF STUDY: 9:41 1/18/1996
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
072.50- 3.15* 460.93 1.17 282.28
) FRICTION
207.00-
) CATCH BASIN
207.00-
3.05* 449.55
3.79* 334.87
1.36 Dc 272.95
1.36 Dc 67.84
-----------------------------------------------------------------------------
"AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
,.OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
*####****#######*#####*##***************#*** # * # * * # * # # * * * * * * # * * * # # * * # # * * # * **
OWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2072.50 FLOWLINE ELEVATION = 247.00
IPE FLOW = 13.36 CFS PIPE DIAMETER = 18.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 250.155
-----------------------------------------------------------------------------
"ODE 2072.50 : HGL = < 250.155 >;EGL = < 251.043 >; FLOWLINE = < 247.000>
*******+#***###********#************#*****#* * # # # # * * # # # * * * * * * * * * * * * * * * * * # # ++
FLOW PROCESS FROM NODE 2072.50 TO NODE 207.00 IS CODE = 1
PSTREAM NODE 207.00 ELEVATION = 247.54 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD) :
IPE FLOW = 13.36 CPS PIPE DIAMETER = 18.00 INCHES
IPE LENGTH = 27.00 FEET MANNING'S N = .01300
SF= (Q /K) * *2 = (( 13.36)/( 105.044)) * *2 = .01618
"F =L *SF = ( 27.00) *( .01618) = .437
--------------------------------------------------------------------- - - - - --
NODE 207.00 : HGL = < 250.592>;EGL= < 251.479 >; FLOWLINE = < 247.540>
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
rLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 8
TPSTREAM NODE 207.00 ELEVATION = 247.87 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
- ALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
PIPE FLOW = 13.36 CFS PIPE DIAMETER = 18.00 INCHES
LOW VELOCITY = 7.56 FEET /SEC. VELOCITY HEAD = .888 FEET
ATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( .888) = .178
-ODE 207.00 : HGL = < 251.657>;EGL= < 251.657 >; FLOWLINE = < 247.870>
UPSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 207.00 FLOWLINE ELEVATION = 247.87
SSUMED UPSTREAM CONTROL HGL = 249.23 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
---------------------------------------------------------------------------
ND OF GRADUALLY VARIED FLOW ANALYSIS
APPENDIX F
EXISTING CAPACTPY AT FRAXINELLA BULB
L=c5
a= L
3 3 J
�EJ7.G OF
2o7 r�e A
�
�7�ri�c,L /P /ems �rL.o �
g�
%i!, 9G /1 vEVJ��B
/. 3 / s. ,C.
Fr ,)(3- z "-) = /cti i4cr7
l.�+L� next �je J
Q; S.
zy c�s (s�o
C✓� Y y' �A7P2
9 d
ASSUn+F y x�� !
A° p•S� 9zz �3� � ZG.�c•�
= 7• SS c �s
C,4 ,4 P/ve 6/ac %�
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
# * * *t # *t + +xtx + +ttttxtt * ** DESCRIPTION OF STUDY tttttt #tt * * * * * * * * # + * + * # #t#
* MAXIMUM CAPACITY OF EXISTING 12 INCH PIPE, WITH 3' OF HEAD AT
ENTRANCE.
#
******#**#### tt# t* t*# t** t** tt# t* t* t* t * * * *t * *tttttttx + + + * # * *tt + * * + *t *tttttt
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
PILE NAME: 961 \12INCH.LAT
IME /DATE OF STUDY: 10:56 1/18/1996
*tt *tttttttttttttttttttttttt *tttttt +tttttttt ++ +tttttt # # # + * * * * * * * * * * * * * * * *txtx
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
2069.40- 1.00 *Dc 165.15 .98 *Dc 164.85
) FRICTION
036.00- 2.99* 262.80 .98 Dc 164.85
-----------------------------------------------------------------------------
AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
L40TE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
r'ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
t# t# t##*#***#**** t******* ttttttt# ttt+ tttt# t* * * * * * * *tttttttt * *tttttttt +ttttt
OWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2069.40 FLOWLINE ELEVATION = 254.90
IPE FLOW = 7.55 CFS PIPE DIAMETER = 12.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 255.900
. "ODE 2069.40 : HGL = < 255.900>;EGL= < 257.335 >; FLOWLINE = < 254.900>
* t+ tttttttt+ tt** tttttxt***** t* ttt* tt# t## t#* t * #tt #t * *tx * * + * * * * * * *ttttttt + *tt
FLOW PROCESS
FROM NODE 2069.40 TO NODE 6036.00
IS CODE = 1
PSTREAM NODE
6036.00 ELEVATION
= 256.50
(FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
CALCULATE FRICTION
LOSSES (LACFCD) :
IPE FLOW =
7.55 CFS
PIPE DIAMETER = 12.00 INCHES
IPE LENGTH =
80.00 FEET
MANNING'S
N = .01300
SF= (Q /K) * *2 =
(( 7.55)/( 35.628))
* *2 =
.04491
F =L *SF = (
80.00) *( .04491) =
3.593
NODE 6036.00 : HGL = < 259.493 >;EGL = < 260.927 >; FLOWLINE = < 256.500>
UPSTREAM PIPE FLOW CONTROL DATA:
"ODE NUMBER = 6036.00 FLOWLINE ELEVATION = 256.50
SSUMED UPSTREAM CONTROL HGL = 257.48 FOR DOWNSTREAM RUN ANALYSIS
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
ND OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
+ + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
MAXIMUM CAPACITY OF EXISTING 10 INCH PIPE, WITH 3' OF HEAD UPSTREAM
* ALLOWED
+
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
.'ILE NAME: 961 \TENINCH.LAT
TIME /DATE OF STUDY: 11: 4 1/18/1996
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
2069.40- 1.00* 117.78 .82 Dc 111.99
} FRICTION
;036.00- 2.99* 185.62 .82 Dc 111.99
----------------------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
TOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
) OWNSTREAM PIPE FLOW CONTROL DATA:
TODE NUMBER = 2069.40 FLOWLINE ELEVATION = 254.90
PIPE FLOW = 5.25 CFS PIPE DIAMETER = 10.00 INCHES
kSSUMED DOWNSTREAM CONTROL HGL = 255.900
----------------------------------------------------------------------------
NODE 2069.40 : HGL = < 255.900 >;EGL = < 257.339 >; FLOWLINE = < 254.900>
++*+*+++*+++++**++++++**********++++++++**++ * * * * * * * + * * * * * * * + + * * + * + + + * * * + * +*
FLOW PROCESS FROM NODE 2069.40 TO NODE 6036.00 IS CODE = 1
UPSTREAM NODE 6036.00 ELEVATION = 257.50 (FLOW IS UNDER PRESSURE)
----------------------------------------------------------------------------
'ALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW = 5.25 CFS PIPE DIAMETER = 10.00 INCHES
'IPE LENGTH = 80.00 FEET MANNING'S N = .01300
)F= (Q /K) * *2 = (( 5.25)/( 21.910)) * *2 = .05742
HF =L *SF = ( 80.00) *( .05742) = 4.593
----------------------------------------------------------------------------
IODE 6036.00 : HGL = < 260.493 >;EGL = < 261.932 >; FLOWLINE = < 257.500>
PSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 6036.00 FLOWLINE ELEVATION = 257.50
"SSUMED UPSTREAM CONTROL HGL = 258.32 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
APPENDIX G
OFFSITE HYDROLOGY
100 YEAR DESIGN STORM
FILE NAME CONTENTS
961\IMPBULB3.DAT Fraxinella Southerly Bulb, starting at new Periwinkle inlets
961\IMPROSE3.DAT Rosebay Basin, to outlet at Encinitas Boulevard
**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * * * * * * ** * * * * * * *e* *• DESCRIPTION OF STUDY * * * *► * * * * * * * * * * * * * * * ** *r**
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS AT THE EXISTING BULB IN FRAXINELLA
* INCLUDES TWO 15' B -1 INLETS ON FRAXINELLA AT PERIWINKLE INTERSECTION
FILE NAME: 961 \IMPBULB3.DAT
TIME /DATE OF STUDY: 17:49 11/24/1995
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
THIS MODEL USES PEAK FLOW FROM FILE 961 \DEFVFRAX.DAT AS INITIAL DATA
THAT PEAK FLOW IS DIVIDED AS FOLLOWS;
---------------------------------------------- --- -- ---- ------------- - - - - -+
+---------- - - - - - -- -------------------------- ------------------ -- -- - - -+
WEST SIDE OF FRAXINELLA - ADD A 16' B -1 INLET @ STA 3 +55
- Q CAPTURED = 11.34 CFS
i - 10.52 CFS BYPASS TO INLET ON PERIWINKLE
+--------------------------------------------------------------------- - - - - -+
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
EAST SIDE OF FRAXINELLA - ADD A 16' B -1 INLET ® STA 3 +48
Q CAPTURED = 11.34 CFS
10.52 CFS BYPASS INLET TO FRAXINELLA BULB
+--------------------------------------------------------------------- - - - - -+
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<<
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.42 RAIN INTENSITY(INCH /HOUR) = 3.43
TOTAL AREA(ACRES) = 5.56 TOTAL RUNOFF(CFS) = 10.52
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 6
- -- - - - - --
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.03
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .39
HALFSTREET FLOODWIDTH(FEET) = 13.10
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.01
PRODUCT OF DEPTH &VELOCITY = 2.33
STREETFLOW TRAVELTIME(MIN) = .47 TC(MIN) = 16.89
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.364
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) = 1.02
SUMMED AREA(ACRES) = 6.11 TOTAL RUNOFF(CFS) = 11.54
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.62
FLOW VELOCITY(FEET /SEC.) = 5.85 DEPTH *VELOCITY = 2.33
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION 256.40 DOWNSTREAM ELEVATION = 253.60
STREET LENGTH(FEET) = 68.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.36
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .41
HALFSTREET FLOODWIDTH(FEET) = 14.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.63
PRODUCT OF DEPTH &VELOCITY = 2.33
STREETFLOW TRAVELTIME(MIN) _ .20 TC(MIN) = 17.09
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.339
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.65
SUMMED AREA(ACRES) = 7.01 TOTAL RUNOFF(CFS) = 13.19
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .41 HALFSTREET FLOODWIDTH(FEET) = 14.41
FLOW VELOCITY(FEET /SEC.) = 6.01 DEPTH *VELOCITY = 2.49
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.09
RAINFALL INTENSITY(INCH /HR) = 3.34
TOTAL STREAM AREA(ACRES) = 7.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.19
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21
-------------------------------------- - ------ - ------------------
-----------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------- ----- - - - - --
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 80.00
UPSTREAM ELEVATION = 261.50
DOWNSTREAM ELEVATION = 260.70
ELEVATION DIFFERENCE _ .80
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.103
SUBAREA RUNOFF(CFS) _ .56
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .56
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1401.00 TO NODE 2069.50 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
---------------------------------------------------
260.35 DOWNSTREAM ELEVATION = 256.40
155.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68
PRODUCT OF DEPTH &VELOCITY = .63
STREETFLOW TRAVELTIME(MIN) = .96 TC(MIN) = 9.82
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.773
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.05
SUMMED AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = 1.61
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.40
FLOW VELOCITY(FEET /SEC.) = 3.05 DEPTH *VELOCITY = .78
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
------------------------------------------ --------------------- - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 9.82
RAINFALL INTENSITY(INCH /HR) = 4.77
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
13.19
17.09
3.339
7.01
2
1.61
9.82
4.773
.60
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 10.84
2 14.32
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
Tc
(MIN.)
9.82
17.09
ESTIMATES
14.
7.61
INTENSITY
(INCH /HOUR)
4.773
3.339
ARE AS FOLLOWS:
32 Tc(MIN.) = 17.09
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
-------------------------------------------------- ------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.09
RAINFALL INTENSITY(INCH /HR) = 3.34
TOTAL STREAM AREA(ACRES) = 7.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.32
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.71 RAIN INTENSITY(INCH /HOUR) = 3.39
DOTAL AREA(ACRES) = 11.60 TOTAL RUNOFF(CFS) = 20.44
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
PIPEFLOW VELOCITY(FEET /SEC.) = 26.0
UPSTREAM NODE ELEVATION = 255.30
DOWNSTREAM NODE ELEVATION = 254.30
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.44
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 16.77
FLOW PROCESS FROM NODE 2069.40 TO NODE 2069.50 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 15.2
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 20.44
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 16.85
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
- --------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.85
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) = 11.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.44
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
10.84
9.82
4.773
7.61
1
14.32
17.09
3.339
7.61
2
20.44
16.85
3.370
11.60
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
25.27
9.82
4.773
2
34.62
16.85
3.370
3
34.57
17.09
3.339
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.62 Tc(MIN.) = 16.85
TOTAL AREA(ACRES) = 19.21
--------------------------------------------------------------------------
- ------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 34.62 Tc(MIN.) = 16.85
TOTAL AREA(ACRES) = 19.21
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 25.27 9.82
2 34.62 16.85
3 34.57 17.09
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * + + + # * * * * * # * * * * + +# DESCRIPTION OF STUDY * * # * + + # # # + * * * * * * * + + * + + * * +*
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* DEVELOPED FLOWS, ROSEBAY DRIVE
* INCLUDES TWO 15' INLETS ON REAXINELLA AT PERIWINKLE INTERSECTION
+++++#*********************#******#*#***## # # * # # * * * * * * * * * * * * * * * * * * * * * * * + **
FILE NAME: 961 \IMPROSE3.DAT
TIME /DATE OF STUDY: 8:56 12/26/1995
--------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 2.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 200.00 TO NODE 2071.00 IS CODE = 21
--------------------------------------------------
>>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.97(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 1500.00
UPSTREAM ELEVATION = 400.00
DOWNSTREAM ELEVATION = 290.80
ELEVATION DIFFERENCE = 109.20
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.486
SUBAREA RUNOFF(CFS) = 34.06
TOTAL AREA(ACRES) = 21.70 TOTAL RUNOFF(CFS) = 34.06
t++t+t+++tttttttttt++++tt+ttt+++++t+++ttttt * * * + + + + *xttt + + + + + +x * * * * * *xtt * **
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
- --------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.7
UPSTREAM NODE ELEVATION = 290.80
DOWNSTREAM NODE ELEVATION = 271.40
FLOWLENGTH(FEET) = 520.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 34.06
TRAVEL TIME(MIN.) = .59 TC(MIN.) = 16.56
xxxxx# xxtt******************* xxt*#t#********* * * * * *t #tt # *ttxxxx #x * #tt # *txx # #t
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.56
RAINFALL INTENSITY(INCH /HR) = 3.41
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.06
xxxx+++ xxxxx++++ xx+++++++++++++++++++++t*tttt +xt * *tttttt + + + +x + # + + + + + + +xx * * **
FLOW PROCESS FROM NODE 201.00 TO MODE 202.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
--------------------------------------------------------- - - - - --
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 296.00
DOWNSTREAM ELEVATION = 294.50
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .46
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
202.00 TO NODE 2072.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA<<<<<
---------------------------------------------------
291.80 DOWNSTREAM ELEVATION = 286.00
415.00 CURB HEIGHT(INCHES) = 6.
20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 8.15
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25
PRODUCT OF DEPTH &VELOCITY = .65
STREETFLOW TRAVELTIME(MIN) = 3.07 TC(MIN) = 15.19
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.602
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) =
FLOW VELOCITY (FEET/ SEC.) = 2.77 DEPTH *VELOCITY =
1.76
= 2.58
3.03
9.88
.90
******************************************* * * * *** * * ** * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.19
RAINFALL INTENSITY(INCH /HR) = 3.60
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03
mwilij'j4991Di *no91- l# E
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
34.06
16.56
3.407
21.70
2
3.03
15.19
3.602
1.50
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED FOR
2 STREAMS.
STREAM RUNOFF
NUMBER (CFS)
1 35.25
2 36.93
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
Tc
(MIN.)
15.19
16.56
ESTIMATES
36.
23.20
INTENSITY
(INCH /HOUR)
3.602
3.407
ARE AS FOLLOWS:
93 Tc(MIN.) = 16.56
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.20 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.6
UPSTREAM NODE ELEVATION = 271.00
DOWNSTREAM NODE ELEVATION = 248.60
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 36.93
TRAVEL TIME(MIN.) = .71 TC(MIN.) = 17.27
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< .
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.27
RAINFALL INTENSITY(INCH /HR) = 3.32
TOTAL STREAM AREA(ACRES) = 23.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.93
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 276.00
DOWNSTREAM ELEVATION = 274.50
ELEVATION DIFFERENCE = 1.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.166
SUBAREA RUNOFF(CFS) _ .46
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .46
FLOW PROCESS FROM NODE 204.00 TO NODE 2072.20 IS CODE = 6
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 271.10 DOWNSTREAM ELEVATION 252.30
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.01
PRODUCT OF DEPTH &VELOCITY = .98
STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 13.68
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.854
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.76
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.21
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.57
FLOW VELOCITY(FEET /SEC.) = 4.65 DEPTH *VELOCITY = 1.29
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 13.68
RAINFALL INTENSITY(INCH /HR) = 3.85
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
35.25
15.91
3.497
23.20
1
36.93
17.27
3.316
23.20
2
3.21
13.68
3.854
1.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
i�� »t �:�o1R�lJ;i V Y�■IY \:)11"x::
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 35.19 13.68 3.854
2 38.16 15.91 3.497
3 39.69 17.27 3.316
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.69 Tc(MIN.) = 17.27
TOTAL AREA(ACRES) = 24.70
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.50 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.8
UPSTREAM NODE ELEVATION = 248.20
DOWNSTREAM NODE ELEVATION = 246.80
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 39.69
TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 17.31
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.31
RAINFALL INTENSITY(INCH /HR) = 3.31
TOTAL STREAM AREA(ACRES) = 24.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.69
+------------------------------------------------ -------------- ------- - - - - -+
INITIAL Q IS THE BYPASS OF THE NEW 14' B -1 INLET ON THE WEST SIDE OF
FRAXINELLA
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
----------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.91 RAIN INTENSITY(INCH /HOUR) = 3.50
TOTAL AREA(ACRES) = 5.56 TOTAL RUNOFF(CFS) = 10.52
FLOW PROCESS FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 207.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
265.00 DOWNSTREAM ELEVATION = 251.30
200.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.90
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .38
HALFSTREET FLOODWIDTH(FEET) = 12.59
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.40
PRODUCT OF DEPTH &VELOCITY = 2.42
STREETFLOW TRAVELTIME(MIN) = .52 TC(MIN) = 16.43
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.425
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .75
SUMMED AREA(ACRES) = 5.96 TOTAL RUNOFF(CFS) = 11.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.59
FLOW VELOCITY(FEET /SEC.) = 6.62 DEPTH *VELOCITY = 2.50
FLOW PROCESS FROM NODE 207.00 TO NODE 2072.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 8.6
UPSTREAM NODE ELEVATION = 247.50
DOWNSTREAM NODE ELEVATION = 247.00
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.27
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 16.48
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------
----------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 16.48
RAINFALL INTENSITY(INCH /HR) = 3.42
TOTAL STREAM AREA(ACRES) = 5.96
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
35.19
13.73
1
38.16
15.95
1
39.69
17.31
2
11.27
16.48
STREAM 2 ARE:
11.27
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
3.846
24.70
3.491
24.70
3.311
24.70
3.418
5.96
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 45.21 13.73 3.846
2 49.20 15.95 3.491
3 49.73 16.48 3.418
4 50.61 17.31 3.311
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 50.61 Tc(MIN.) = 17.31
TOTAL AREA(ACRES) = 30.66
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.60 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE« <<<
-------------=-------------======-----------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 16.1
UPSTREAM NODE ELEVATION = 246.60
DOWNSTREAM NODE ELEVATION = 246.03
FLOWLENGTH(FEET) = 16.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 50.61
TRAVEL TIME(MIN.) = .02 TC(MIN.) = 17.33
FLOW PROCESS FROM NODE 2072.60 TO NODE 2072.60 IS CODE = 10
--------------------------------------------------------------------------
>> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<<
------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS
TC(MIN) = 15.91 RAIN INTENSITY(INCH /HOUR) = 3.50
TOTAL AREA(ACRES) = 5.99 TOTAL RUNOFF(CFS) =
11.34
FLOW PROCESS FROM NODE 1000.00 TO NODE 208.10 IS
CODE = 3
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE
FLOW) <<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 15.0
UPSTREAM NODE ELEVATION = 259.00
DOWNSTREAM NODE ELEVATION = 256.25
FLOWLENGTH(FEET) = 35.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF
PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.34
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 15.95
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
---------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 15.95
RAINFALL INTENSITY(INCH /HR) = 3.49
TOTAL STREAM AREA(ACRES) = 5.99
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.34
- - - -- ------------- -- ----------------- - - - - -+
ADDITION OF FLOWS CAPTURED BY NEW 16' INLET ON WEST SIDE
i
------------------------------------------------------------------- - - - - -- I
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.91 RAIN INTENSITY(INCH /HOUR) = 3.50
TOTAL AREA(ACRES) = 5.99 TOTAL RUNOFF(CFS) = 11.34
+*+*++++++*+++*++++++++++++**++++++++++++++ + + + + + + + + + * + + + + + + + + + + + + + + + + + * + ++
FLOW PROCESS FROM NODE 1000.00 TO NODE 208.10 IS CODE = 3
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPEFLOW VELOCITY (FEET/ SEC.) = 16.7
UPSTREAM NODE ELEVATION = 259.00
DOWNSTREAM NODE ELEVATION = 256.25
FLOWLENGTH(FEET) = 26.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.34
TRAVEL TIME(MIN.) = .03 TC(MIN.) = 15.94
FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.94
RAINFALL INTENSITY(INCH /HR) = 3.49
TOTAL STREAM AREA(ACRES) = 5.99
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.34
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
11.34
15.95
3.491
5.99
2
11.34
15.94
3.493
5.99
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
22.67
15.94
3.493
2
22.67
15.95
3.491
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.67 Tc(MIN.) = 15.95
TOTAL AREA(ACRES) = 11.98
FLOW PROCESS FROM NODE 208.10 TO NODE 208.00 IS CODE = 3
>> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
---------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.8
UPSTREAM NODE ELEVATION = 255.87
DOWNSTREAM NODE ELEVATION = 248.15
FLOWLENGTH(FEET) = 189.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 22.67
TRAVEL TIME(MIN.) = .23 TC(MIN.) = 16.18
FLOW PROCESS FROM NODE 208.00 TO NODE 2072.60 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.6
UPSTREAM NODE ELEVATION = 247.65
DOWNSTREAM NODE ELEVATION = 247.05
FLOWLENGTH(FEET) = 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 22.67
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 16.22
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + * * + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.60 TO NODE 2072.60 IS CODE = 11
- - -- -- - - - - -- - - - - - - -- --- - - - - -- -------- - - - - --
>> >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
22.67
16.21
3.455
11.98
2
22.67
16.22
3.453
11.98
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
45.21
13.74
3.843
30.66
2
49.20
15.97
3.488
30.66
3
49.73
16.50
3.416
30.66
4
50.61
17.33
3.309
30.66
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1 65.60
13.74
3.843
2 71.66
15.97
3.488
3 71.84
16.21
3.455
4 71.86
16.22
3.453
5 72.15
16.50
3.416
6 72.34
17.33
3.309
COMPUTED CONFLUENCE
ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS)
= 72.34
Tc(MIN.) = 17.33
TOTAL AREA(ACRES) =
42.64
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.60 TO NODE 2073.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 20.1
UPSTREAM NODE ELEVATION = 245.55
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 204.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 72.34
TRAVEL TIME(MIN.) = .17 TC(MIN.) = 17.50
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.50
RAINFALL INTENSITY(INCH /HR) = 3.29
TOTAL STREAM AREA(ACRES) = 42.64
PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.34
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
ADDITION OF DEVELOPED FLOWS FROM FRAXINELLA BULB
Q TAKEN FROM FILE 961 \IMPBULB3.DAT
i
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 7
---------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
----------------------------------------------------------------------------
---------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.85 RAIN INTENSITY(INCH /HOUR) = 3.37
TOTAL AREA(ACRES) = 19.21 TOTAL RUNOFF(CFS) = 34.62
+++++ xxxxxxxxx+++++++++ x+ xxxxxx+ xx++ x+++ x++++ + + + + + + + + + + + + + +x + + + + + + + + + +x +xx ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 16.85
RAINFALL INTENSITY(INCH /HR) = 3.37
TOTAL STREAM AREA(ACRES) = 19.21
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.62
++++++++*++++++++++++++++++++++++++++*+++*++* + + + + + + + + + + + + * * + + + + + + + + * + + + + + + ++
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 90.00
UPSTREAM ELEVATION = 294.00
DOWNSTREAM ELEVATION = 293.00
ELEVATION DIFFERENCE = 1.00
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.025
SUBAREA RUNOFF(CFS) _ .83
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .83
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 238.30
STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.04
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.01
PRODUCT OF DEPTH &VELOCITY = 1.85
STREETFLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 13.23
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.939
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 14.30
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 15.13
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .44 HALFSTREET FLOODWIDTH(FEET) = 15.66
FLOW VELOCITY(FEET /SEC.) = 5.88 DEPTH *VELOCITY = 2.59
++++++++++++++++++++++++++++++++++*++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 302.00 TO NODE 2073.00 IS CODE = 4
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE<< <<<
PIPEFLOW VELOCITY(FEET /SEC.) = 8.6
UPSTREAM NODE ELEVATION = 235.80
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 15.13
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 13.31
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.31
RAINFALL INTENSITY(INCH /HR) = 3.92
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.13
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
65.60
13.92
3.812
42.64
1
71.66
16.14
3.465
42.64
1
71.84
16.38
3.432
42.64
1
71.86
16.39
3.430
42.64
1
72.15
16.67
3.393
42.64
1
72.34
17.50
3.288
42.64
2
34.62
16.85
3.370
19.21
3
15.13
13.31
3.923
6.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
108.60
13.31
3.923
2
110.90
13.92
3.812
3
118.69
16.14
3.465
4
119.06
16.38
3.432
5
119.10
16.39
3.430
6
119.62
16.67
3.393
7
119.27
16.85
3.370
8
118.81
17.50
3.288
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 119.62 Tc(MIN.) = 16.67
TOTAL AREA(ACRES) =
68.75
++++++**+*******+++++++++++++***+++++++++++ + + * + + + + * * * + + + + + + + * + + + + * * * * * + + ++
FLOW PROCESS FROM NODE 2073.00 TO NODE 2063.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE<<<<<
PIPEFLOW VELOCITY(FEET /SEC.) = 16.9
UPSTREAM NODE ELEVATION = 234.94
DOWNSTREAM NODE ELEVATION = 210.69
FLOWLENGTH(FEET) = 374.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CPS) = 119.62
TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 17.04
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.04
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 68.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.62
FLOW PROCESS FROM NODE 208.00 TO NODE 208.20 IS CODE = 21
- - - -- -------- - - ----
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW - LENGTH = 300.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFERENCE = 18.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.050
SUBAREA RUNOFF(CFS) _ .42
TOTAL AREA(ACRES) _ .10 TOTAL RUNOFF(CFS) _ .42
FLOW PROCESS FROM NODE 208.20 TO NODE 2063.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.050
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 12.70
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 13.13
TC(MIN) = 6.80
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.80
RAINFALL INTENSITY(INCH /HR) = 6.05
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
108.60
13.72
3.848
68.75
1
110.90
14.31
3.743
68.75
1
118.69
16.51
3.414
68.75
1
119.06
16.75
3.383
68.75
1
119.10
16.76
3.381
68.75
1
119.62
17.04
3.346
68.75
1
119.27
17.22
3.323
68.75
1
118.81
17.87
3.244
68.75
2
13.13
6.80
6.050
3.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 82.20 6.80 6.050
2 116.95 13.72, 3.848
3 119.02 14.31 3.743
4 126.09 16.51 3.414
5 126.40 16.75 3.383
6 126.44 16.76 3.381
7 126.88 17.04 3.346
8 126.48 17.22 3.323
9 125.85 17.87 3.244
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 126.88 Tc(MIN.) = 17.04
TOTAL AREA(ACRES) = 71.85
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2063.00 TO NODE 2066.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------------------------------------- ------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 17.9
UPSTREAM NODE ELEVATION = 209.69
DOWNSTREAM NODE ELEVATION = 198.43
FLOWLENGTH(FEET) = 256.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 126.88
TRAVEL TIME(MIN.) = .24 TC(MIN.) = 17.28
ttttttttttttttttttttttttttttttttttttttttttttt t + + +t + + + +tt + +ttt + + +t + + + + + + +tt +t
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.28
RAINFALL INTENSITY(INCH /HR) = 3.32
TOTAL STREAM AREA(ACRES) = 71.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.88
FLOW PROCESS FROM NODE 208.00 TO NODE 208.30 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.27(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 400.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 275.00
ELEVATION DIFFERENCE = 25.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SUBAREA RUNOFF(CFS) _ .58
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .58
+ttt++++++++++++t++t+++tt++t+++++t+++++++t+ +tttttttt +t + + + +tt + + + + + + +t + + + + ++
FLOW PROCESS FROM NODE 208.30 TO NODE 2065.00 IS CODE = 8
- --------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.134
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.81
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 8.39
TC(MIN) = 12.27
tttt+t++t+++t++ttttttttttttt+++t+t++++++tt+++ tttttttt +tt + + +tt + + + + + +t +tt +tt ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2066.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER- SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 7.5
UPSTREAM NODE ELEVATION = 200.80
DOWNSTREAM NODE ELEVATION = 200.20
FLOWLENGTH(FEET) = 39.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 8.39
TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 12.36
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<
---------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 12.36
RAINFALL INTENSITY(INCH /HR) = 4.12
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.39
**************++*******+**++***************** * * * * * * * * * * * * * * * * * * + * * * * * * * * * + **
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW - LENGTH = 30.00
UPSTREAM ELEVATION = 240.00
DOWNSTREAM ELEVATION = 238.50
ELEVATION DIFFERENCE = 1.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5- MINUTES
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.377
SUBAREA RUNOFF(CFS) _ .70
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _
will
FLOW PROCESS FROM NODE 302.00 TO NODE 2065.00 IS CODE = 6
----------------------------------------------------------------------------
>> >>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM ELEVATION = 238.50 DOWNSTREAM ELEVATION = 204.20
STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.76
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .24
HALFSTREET FLOODWIDTH(FEET) = 5.84
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84
PRODUCT OF DEPTH &VELOCITY = .93
STREETFLOW TRAVELTIME(MIN) = 2.78 TC(MIN) = 7.78
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 2.11
SUMMED AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 2.81
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 6.99
FLOW VELOCITY(FEET /SEC.) = 4.63 DEPTH *VELOCITY = 1.23
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.549
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) = 1.05
TOTAL AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 3.86
TC(MIN) = 7.78
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.78
RAINFALL INTENSITY(INCH /HR) = 5.55
TOTAL STREAM AREA(ACRES) = .70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
82.20
7.17
5.848
71.85
1
116.95
13.97
3.802
71.85
1
119.02
14.57
3.701
71.85
1
126.09
16.75
3.383
71.85
1
126.40
16.99
3.352
71.85
1
126.44
17.00
3.350
71.85
1
126.88
17.28
3.316
71.85
1
126.48
17.46
3.293
71.85
1
125.85
18.11
3.216
71.85
2
8.39
12.36
4.115
2.90
3
3.86
7.7B
5.549
.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE
STREAM
RUNOFF
NUMBER
(CFS)
1
91.78
2
90.22
3
119.30
4
127.35
5
129.15
6
135.35
7
135.57
8
135.60
TABLE **
Tc
INTENSITY
(MIN.)
(INCH /HOUR)
7.17
5.848
7.78
5.549
12.36
4.115
13.97
3.802
14.57
3.701
16.75
3.383
16.99
3.352
17.00
3.350
9 135.95 17.28 3.316
10 135.49 17.46 3.293
11 134.65 18.11 3.216
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 135.95 Tc(MIN.) = 17.28
TOTAL AREA(ACRES) = 75.45
-----------------------------------------------------
-----------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 135.95 Tc(MIN.) = 17.28
TOTAL AREA(ACRES) = 75.45
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 91.78 7.17
2 90.22 7.78
3 119.30 12.36
4 127.35 13.97
5 129.15 14.57
6 135.35 16.75
7 135.57 16.99
8 135.60 17.00
9 135.95 17.28
0 135.49 17.46
11 134.65 18.11
APPENDIX H
HYDRAULIC ANALYSIS FOR EXISTING 30" CMP
SERVING FRAXINELLA BULB
WITH NEW INLETS CONSTRUCTED AT PERIWINKLE
100 YEAR DESIGN STORM
ttttttttttttt ttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
ttttttttttttttttttttttttt DESCRIPTION OF STUDY tttttttttttttttttttttttttt
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
HYDRAULIC ANALYSIS OF LATERAL SERVING FRAXINELLA BULB, DEVELOPED FLOWS
* DOWNSTREAM CONTROL FROM 961 \IMPROSE3.PIP, FLOWS FROM 961 \IMPBULB3.DAT
ttttttttttt ttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ILE NAME: 961 \IMPBULB3.PIP
TIME /DATE OF STUDY: 11:21 1/18/1996
ttttttttttttt ttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS. HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
073.00- 3.70* 1223.61 1.51 876.80
) FRICTION ) HYDRAULIC JUMP
1069.50- 2.00 *Dc 790.34 2.00 *Dc 790.34
) JUNCTION
069.50-
) FRICTION
069.40-
) CATCH BASIN
2069.40-
3.34* 869.81
) HYDRAULIC JUMP
1.78 *Dc 590.69
2.87* 366.89
1.07 801.65
1.78 *Dc 590.69
1.78 Dc 154.18
---------------------------------------------------------------------------
AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
'ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
ttttttttttttt ttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt
DOWNSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 2073.00 FLOWLINE ELEVATION = 236.00
IPE FLOW = 34.62 CFS PIPE DIAMETER = 30.00 INCHES
aSSUMED DOWNSTREAM CONTROL HGL = 239.700
---------------------------------------------------------------------------
'ODE 2073.00 : HGL = < 239.700 >;EGL = < 240.472 >; FLOWLINE = < 236.000>
ttttttttttttttt ttttttttttttttttttttttttttttttt ttttttttttttttttttttttttttttttt
'LOW PROCESS FROM NODE 2073.00 TO NODE 2069.50 IS CODE = 1
FPSTREAM NODE 2069.50 ELEVATION = 248.30 (HYDRAULIC JUMP OCCURS)
-----------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW = 34.62 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH =
225.00 FEET
MANNING'S N = .02400
---------------------------------------------------------------------------
[YDRAULIC JUMP:
DOWNSTREAM RUN
ANALYSIS
RESULTS
-----------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 1.49
CRITICAL DEPTH(FT)
= 2.00
--- - - - - --
1PSTREAM CONTROL
---------------------------------
ASSUMED FLOWDEPTH(FT)
= 2.00
------------------
------------------------------------------------------
[RADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
------- ------- ----
---------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.999
8.225
3.050
790.34
.016
1.979
8.306
3.051
790.46
.064
1.958
8.389
3.052
790.81
.149
1.938
8.476
3.054
791.42
.273
1.918
8.565
3.058
792.27
.440
1.898
8.657
3.062
793.38
.654
1.877
8.753
3.068
794.76
.921
1.857
8.851
3.074
796.41
1.246
1.837
8.953
3.082
798.33
1.637
1.817
9.059
3.092
800.54
2.102
1.796
9.168
3.102
803.05
2.653
1.776
9.280
3.114
805.85
3.300
1.756
9.396
3.128
808.97
4.062
1.735
9.517
3.143
812.41
4.956
1.715
9.641
3.159
816.18
6.010
1.695
9.769
3.178
820.29
7.258
1.675
9.902
3.198
824.75
8.745
1.654
10.040
3.220
829.58
10.537
1.634
10.182
3.245
834.78
12.729
1.614
10.329
3.271
840.37
15.467
1.594
10.481
3.300
846.37
19.000
1.573
10.638
3.332
852.78
23.790
1.553
10.801
3.366
859.63
30.878
1.533
10.970
3.402
866.93
43.605
1.512
11.144
3.442
874.69
225.000
1.507
11.191
3.453
876.80
---------------------------------------------------------------------------
[YDRAULIC JUMP:
UPSTREAM RUN ANALYSIS RESULTS
----- - - - - -- -------------------------------------------
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.70
---- ------------
------------------------------------------------------------
'RESSURE FLOW PROFILE COMPUTED
INFORMATION:
----------------
-----------------------------------------------------------------------------
)ISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.700
7.053
4.472
1223.61
39.492
2.500
7.053
3.272
856.05
.rSSUMED DOWNSTREAM PRESSURE HEAD(FT)
=
2.50
------------------------------------------------
3RADUALLY VARIED
FLOW PROFILE
COMPUTED
---- ---------
INFORMATION:
-----------
----------------------------------------------------------------------------
DISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
39.492
2.500
7.051
3.272
856.05
40.071
2.480
7.059
3.254
850.49
40.582
2.460
7.075
3.238
845.41
41.055
2.440
7.095
3.222
840.67
41.498
2.420
7.119
3.207
836.20
41.916
2.400
7.147
3.193
831.97
42.310
2.380
7.177
3.180
827.98
42.685
2.360
7.210
3.168
824.19
43.040
2.340
7.246
3.156
820.62
43.377
2.320
7.285
3.144
817.25
43.696
2.300
7.326
3.133
814.07
43.999
2.280
7.369
3.123
811.09
44.284
2.260
7.415
3.114
808.31
44.552
2.239
7.463
3.105
805.72
44.802
2.219
7.514
3.097
803.32
45.036
2.199
7.566
3.089
801.12
45.251
2.179
7.621
3.082
799.12
45.448
2.159
7.679
3.075
797.32
45.626
2.139
7.739
3.070
795.71
45.784
2.119
7.801
3.065
794.31
45.922
2.099
7.865
3.060
793.11
46.038
2.079
7.932
3.057
792.12
46.131
2.059
8.002
3.054
791.35
46.199
2.039
8.073
3.052
790.79
46.241
2.019
8.148
3.051
790.45
46.256
1.999
8.225
3.050
790.34
225.000
1.999
8.225
3.050
790.34
------------- ---
- - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------
PRESSURE +MOMENTUM BALANCE OCCURS
AT 37.31
FEET UPSTREAM OF NODE 2073.00
DOWNSTREAM DEPTH = 2.566 FEET, UPSTREAM CONJUGATE DEPTH =
1.508 FEET
---------------------------------------------------------------------------
NODE 2069.50
: HGL = < 250.299 >;EGL = <
251.350 >;FLOWLINE = <
248.300>
********************************************
* * * * * * * * * * * * ** * * * * *
* * * * * * * * * * **
rLOW PROCESS
FROM NODE 2069.50 TO NODE
2069.50 IS CODE = 5
" PSTREAM NODE
---------------------------------------------------------------------------
2069.50 ELEVATION =
248.50 (FLOW IS AT CRITICAL
DEPTH)
_'ALCULATE JUNCTION
LOSSES:
PIPE
FLOW DIAMETER
ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES)
(DEGREES)
ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM
25.80 24.00
45.00
248.50 1.78
8.212
DOWNSTREAM
34.62 30.00
-
248.30 2.00
8.228
LATERAL #1
.00 .00
.00
.00 .00
.000
LATERAL #2
.00 .00
.00
.00 .00
.000
Q5
8.82 = = =Q5 EQUALS BASIN
INPUT =-
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
)Y=(Q2*V2-Q1*Vl *COS (DELTAl)-Q3*V3 *COS (DELTA3)-
Q4 *V4* COS( DELTA4 )) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01301
, OWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .02544
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01922
'UNCTION LENGTH = 10.00 FEET
RICTION LOSSES = .192 FEET ENTRANCE LOSSES = .210 FEET
.,UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 1.329) +( .210) = 1.540
---------------------------------------------------------------------------
fODE 2069.50 : HGL = < 251.842 >;EGL = < 252.890 >;FLOWLINE = < 248.500>
'LOW PROCESS FROM NODE 2069.50 TO NODE 2069.40 IS CODE = 1
UPSTREAM NODE 2069.40 ELEVATION = 252.08 (HYDRAULIC JUMP OCCURS)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 25.80 CFS PIPE DIAMETER = 24.00 INCHES
IPE LENGTH = 65.00 FEET MANNING'S N = .01300
- ---------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
• ---------------------------------------------------------------------------
:)RMAL DEPTH(FT)
_ .98
CRITICAL DEPTH(FT)
= 1.78
UPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
1.78
- ------------------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.781
8.728
2.965
590.69
.039
1.749
6.851
2.967
591.00
.158
1.717
8.985
2.972
591.92
.364
1.686
9.129
2.980
593.49
.662
1.654
9.285
2.993
595.70
1.061
1.622
9.452
3.010
598.58
1.572
1.590
9.632
3.031
602.16
2.208
1.558
9.823
3.057
606.47
2.983
1.526
10.028
3.088
611.54
3.915
1.494
10.247
3.125
617.41
5.028
1.462
10.480
3.169
624.13
6.349
1.430
10.729
3.219
631.74
7.911
1.398
10.995
3.277
640.30
9.757
1.366
11.279
3.343
649.87
11.941
1.334
11.581
3.418
660.51
14.534
1.303
11.905
3.505
672.31
17.628
1.271
12.250
3.602
685.35
21.350
1.239
12.620
3.713
699.73
25.879
1.207
13.017
3.839
715.54
31.475
1.175
13.442
3.982
732.91
38.547
1.143
13.898
4.144
751.98
47.777
1.111
14.389
4.328
772.90
60.448
1.079
14.918
4.537
795.84
65.000
1.072
15.051
4.591
801.65
YDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
- - - - --
uOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT)
= 3.34
-----------------------------------------------------------------------------
RESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
DISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.343
8.212
4.390
869.81
31.911
2.000
8.212
3.047
606.63
SSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00
-----------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
31.911
2.000
8.210
3.047
606.63
32.094
1.991
8.214
3.040
605.12
1 32.254
1.983
8.221
3.033
603.78
32.400
1.974
8.231
3.026
602.54
32.535
1.965
8.242
3.020
601.40
32.661
1.956
8.255
3.015
600.33
32.778
1.948
8.269
3.010
599.34
32.888
1.939
8.285
3.005
598.41
32.990
1.930
8.301
3.001
597.54
33.086
1.921
8.319
2.997
596.73
33.175
1.913
8.338
2.993
595.98
33.257
1.904
8.357
2.989
595.28
33.334
1.895
8.378
2.986
594.64
33.404
1.886
8.400
2.983
594.05
33.469
1.878
8.423
2.980
593.50
33.528
1.869
8.446
2.977
593.01
33.581
1.860
8.470
2.975
592.57
33.629
1.851
8.496
2.973
592.17
33.671
1.843
8.522
2.971
591.82
33.707
1.834
8.549
2.969
591.52
33.738
1.825
8.577
2.968
591.27
33.764
1.816
8.605
2.967
591.06
33.783
1.808
8.635
2.966
590.90
33.798
1.799
8.665
2.965
590.78
33.806
1.790
8.696
2.965
590.71
33.809
1.781
8.728
2.965
590.69
65.000
1.781
8.728
2.965
590.69
--- ----------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------
rRESSURE +MOMENTUM BALANCE OCCURS
AT 10.21 FEET UPSTREAM OF
NODE 2069.50
DOWNSTREAM DEPTH
= 2.913
FEET, UPSTREAM CONJUGATE DEPTH
= 1.093 FEET
---------------------------------------------------------------------------
'ODE 2069.40 : HGL =
< 253.861
>;EGL = <
255.045 >;FLOWLINE =
< 252.080>
LOW PROCESS FROM NODE
2069.40
TO NODE
2069.40 IS CODE = 8
UPSTREAM NODE 2069.40
ELEVATION =
252.41 (FLOW IS AT
CRITICAL DEPTH)
--------------------------------------------------------------
'ALCULATE CATCH BASIN
ENTRANCE
LOSSES(LACFCD) :
- -------------
-'IPE FLOW = 25.80
CFS
PIPE
DIAMETER = 24.00 INCHES
FLOW VELOCITY = 8.73
FEET /SEC. VELOCITY HEAD = 1.184 FEET
'ATCH BASIN ENERGY LOSS
= .2 *(VELOCITY HEAD) _ .2 *( 1.184) =
.237
---------------------------------------------------------------------------
NODE 2069.40 : HGL =
< 255.282
>;EGL = <
255.282 >;FLOWLINE =
< 252.410>
******************************************** * * * * * * * * * * * * * * * * * * ** * * * * * * * * * **
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2069.40 FLOWLINE ELEVATION = 252.41
SSUMED UPSTREAM CONTROL HGL = 254.19 FOR DOWNSTREAM RUN ANALYSIS
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
:ND OF GRADUALLY VARIED FLOW ANALYSIS
APPENDIX I
HYDROLOGY AND HYDRAULICS
IMPROVED OFFSITE SYSTEM
10 YEAR DESIGN STORM
FILE NAME CONTENTS
961 \IOYEAR \IWBULB3.DAT Fraxinella Southerly Bulb, starting at new Periwinkle
inlets
961 \IOYEAR\IWROSE3.DAT Rosebay Basin, to outlet at Encinitas Boulevard
HYDRAULICS
FILE NAME CONTENTS
961 \1 OYEAR\IMPROSE3.PIP Mainline on Rosebay, up to Periwinkle intersection
961 \10YEAR \DAPBULB3.PIP 30" CM? Rosebay to Fraxinella Bulb.
961 \IOYEAR\"2073.LAT Lateral to existing inlet on Periwinkle near Rosebay
961 \I OYEAR \IW3.LAT New storm drain to new inlets on Fraxinella at
Periwinkle
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* + * + * + + + + + + + + + + + + * * + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + +*
* THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
DEVELOPED FLOWS AT THE EXISTING BULB IN FRAXINELLA
INCLUDES TWO 15' B -1 INLETS ON FRAXINELLA AT PERIWINKLE INTERSECTION
FILE NAME: 961 \10YEAR \IMPBULB3.DAT
TIME /DATE OF STUDY: 11: 1 12/26/1995
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM. PIPE SIZE (INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
THIS MODEL USES PEAK FLOW FROM FILE 961 \DEFVFRAX.DAT AS INITIAL DATA
THAT PEAK FLOW IS DIVIDED AS FOLLOWS;
+--------------------------------------------- --- --- ------ - - - - - -- - - -+
------------------------------------------------------ ------- --- --- -- - - - - -+
9.94 CFS IS CAPTURED BY EACH INLET
2.94 CFS BYPASSES INLET ON EACH SIDE AND FLOW EITHER TO THE FRAXINELLA
BULB OR DOWN PERIWINKLE
--------------------------------------------------- ----------------- -- - - - - -+
***#**********+*********+****************** * * * * * * + # + * * * * * * * * * * * * * # * * * * * * **
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 2.39 TOTAL RUNOFF(CFS) = 2.94
FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION 265.00 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.27
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.36
PRODUCT OF DEPTH &VELOCITY = 1.24
STREETFLOW TRAVELTIME(MIN) = .65 TC(MIN) = 16.99
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.155
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .55 SUBAREA RUNOFF(CFS) _ .65
SUMMED AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 3.59
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY(FEET /SEC.) = 4.79 DEPTH *VELOCITY = 1.37
FLOW PROCESS FROM NODE 1010.00 TO NODE 2069.50 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION 256.40 DOWNSTREAM ELEVATION 253.60
STREET LENGTH(FEET) = 68.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .31
HALFSTREET FLOODWIDTH(FEET) = 9.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.38
PRODUCT OF DEPTH &VELOCITY = 1.35
STREETFLOW TRAVELTIME(MIN) = .26 TC(MIN) = 17.25
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.134
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.06
SUMMED AREA(ACRES) = 3.84 TOTAL RUNOFF(CFS) = 4.65
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 9.96
FLOW VELOCITY(FEET /SEC.) = 4.19 DEPTH *VELOCITY = 1.36
+++*+++++*++++++++++++++**+++++++++*+++++++ + + + + + + + + + * + * + + + + + * + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------------------
--------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.25
RAINFALL INTENSITY(INCH /HR) = 2.13
TOTAL STREAM AREA(ACRES) = 3.84
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21
--------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW- LENGTH = 80.00
UPSTREAM ELEVATION = 261.50
DOWNSTREAM ELEVATION = 260.70
ELEVATION DIFFERENCE = .80
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.280
SUBAREA RUNOFF(CFS) _ .36
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .36
FLOW PROCESS FROM NODE 1401.00 TO NODE 2069.50 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
--------------------------------------------------------------------------
UPSTREAM ELEVATION = 260.35 DOWNSTREAM ELEVATION = 256.40
STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _ .70
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .20
HALFSTREET FLOODWIDTH(FEET) = 3.82
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65
PRODUCT OF DEPTH &VELOCITY = .54
STREETFLOW TRAVELTIME(MIN) _ .98 TC(MIN) = 9.83
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.066
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .67
SUMMED AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = 1.04
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) = 5.37
FLOW VELOCITY (FEET/ SEC.) = 2.55 DEPTH *VELOCITY = .60
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 9.83
RAINFALL INTENSITY(INCH /HR) = 3.07
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
4.65
17.25
2.134
3.84
2
1.04
9.83
3.066
.60
RAINFALL
INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE FORMULA
USED_FOR
2 STREAMS.
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 4.27 9.83
2 5.37 17.25
COMPUTED CONFLUENCE ESTIMATES
PEAK FLOW RATE(CFS) = 5.
TOTAL AREA(ACRES) = 4.44
INTENSITY
(INCH /HOUR)
3.066
2.134
ARE AS FOLLOWS:
37 Tc(MIN.) = 17.25
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.25
RAINFALL INTENSITY(INCH /HR) = 2.13
TOTAL STREAM AREA(ACRES) = 4.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37
----------------------------------------------------- ------- -------- - - - - -+
ADDITION AF FLOWS FROM DEVSWEST.DAT
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
--------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.19 RAIN INTENSITY(INCH /HOUR) = 2.14
TOTAL AREA(ACRES) = 11.55 TOTAL RUNOFF(CFS) = 12.82
FLOW PROCESS FROM NODE 103.50 TO NODE 2069.40 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
PIPEFLOW VELOCITY(FEET /SEC.) = 16.3
UPSTREAM NODE ELEVATION = 255.30
DOWNSTREAM NODE ELEVATION = 254.30
FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 12.82
TRAVEL TIME(MIN.) = .10 TC(MIN.) = 17.29
FLOW PROCESS FROM NODE 2069.40 TO NODE 2069.50 IS CODE = 4
---------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE« <<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY (FEET/ SEC.) = 13.4
UPSTREAM NODE ELEVATION = 252.08
DOWNSTREAM NODE ELEVATION = 248.50
FLOWLENGTH(FEET) = 65.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 12.82
TRAVEL TIME(MIN.) = .08 TC(MIN.) = 17.37
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.50 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 17.37
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 11.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.82
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.27 9.83 3.066 4.44
1 5.37 17.25 2.134 4.44
2 12.82 17.37 2.124 11.55
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
13.15
9.83
3.066
2
18.13
17.25
2.134
3
18.16
17.37
2.124
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.16 Tc(MIN.) = 17.37
TOTAL AREA(ACRES) = 15.99
----------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 18.16 Tc(MIN.) = 17.37
TOTAL AREA(ACRES) = 15.99
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 13.15 9.83
2 18.13 17.25
3 18.16 17.37
END OF RATIONAL METHOD ANALYSIS
txt+++ t+++ t+ tt++ t++ tt++ ttt+++ ttt+ ttt+ t+++#+ tttt + +t + + +txx +ttt +t +ttt +ttxxttxtt
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982 -95 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/95 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION
THORNTON PROPERTY JOB: 961 -04
* DEVELOPED FLOWS, ROSEBAY DRIVE
INCLUDES TWO 15' INLETS ON REAXINELLA
+ tttttxxtx + +tt +t +ttxxttt + + + + +t + +tttt+
FILE NAME: 961 \10YEAR \IMPROSE3.DAT
TIME /DATE OF STUDY: 11: 6 12/26/1995
OF STUDY +tt + + + + + +t + + +t +tttxx + +x + ++
NOVEMBER 1995
t
AT PERIWINKLE INTERSECTION
k tt+ xtxxtt +x +xx + + +t + + +t +t +t +tt +tx + +x
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 1Q.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.800
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90
SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME -OF- CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X -A).*
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
txttxxx+ tx++ t+ t+++ t+ tttttt+ t+++ t+ ttt+++ t+ ttt + +txxt +xtt + + +ttt +t +x +xx + + + + + ++
FLOW PROCESS FROM NODE 200.00 TO NODE 2071.00 IS CODE = 21
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 15.97(MINUTES)
INITIAL SUBAREA FLOW- LENGTH = 1500.00
UPSTREAM ELEVATION = 400.00
DOWNSTREAM ELEVATION = 290.80
ELEVATION DIFFERENCE = 109.20
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.242
SUBAREA RUNOFF(CFS) = 21.89
TOTAL AREA(ACRES) = 21.70 TOTAL RUNOFF(CFS) = 21.89
FLOW PROCESS FROM NODE 2071.00 TO NODE 2072.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.4
UPSTREAM NODE ELEVATION = 290.80
DOWNSTREAM NODE ELEVATION = 271.40
FLOWLENGTH(FEET) = 520.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 21.89
TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 16.62
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 16.62
RAINFALL INTENSITY(INCH /HR) = 2.19
TOTAL STREAM AREA(ACRES) = 21.70
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 1 ARE:
Y.iw=L']
FLAW PROCESS FROM NODE 201.00 TO NODE. 202.00 IS CODE = 21
--------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 296.00
DOWNSTREAM ELEVATION = 294.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .29
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _ .29
#*##*########+++t++t++t++#+##*#+++#+#+#tt#+ t + +t + +t + +t *tt *tt * # + + + + + + # + # # # ##
FLOW PROCESS FROM NODE 202.00 TO NODE 2072.00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
----------------------------------------------------------------------
UPSTREAM ELEVATION = 291.80 DOWNSTREAM ELEVATION = 286.00
STREET LENGTH(FEET) = 415.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.11
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .25
HALFSTREET FLOODWIDTH(FEET) = 6.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10
PRODUCT OF DEPTH &VELOCITY = .53
STREETFLOW TRAVELTIME(MIN) = 3.29 TC(MIN) = 15.42
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.294
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.64
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 1.93
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) = 8.15
?LOW VELOCITY(FEET /SEC.) = 2.47 DEPTH *VELOCITY = .72
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.00 IS CODE = 1
- --------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
---------------------------------------------------------------------
POTAL NUMBER OF STREAMS = 2
-_ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 15.42
2AINFALL INTENSITY(INCH /HR) = 2.29
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
21.89
16.62
2.185
21.70
2
1.93
15.42
2.294
1.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
- ONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
HUMBER (CFS) (MIN.)
1 22.79 15.42
2 23.74 16.62
COMPUTED CONFLUENCE ESTIMATES
?EAK FLOW RATE(CFS) = 23.
TOTAL AREA(ACRES) = 23.20
INTENSITY
(INCH /HOUR)
2.294
2.185
ARE AS FOLLOWS:
74 Tc(MIN.) = 16.62
FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.20 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>> USING USER - SPECIFIED PIPESIZE <<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.1 INCHES
?IPEFLOW VELOCITY(FEET /SEC.) = 9.6
UPSTREAM NODE ELEVATION = 271.00
DOWNSTREAM NODE ELEVATION = 248.60
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 23.74
TRAVEL TIME(MIN.) = .78 TC(MIN.) = 17.40
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
--------------------------------------------- ----------------------- - -----
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.40
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 23.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.74
*+++++++++*++++++++++++++++++++++++++++++++ + + + + + + + + + * * + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 150.00
UPSTREAM ELEVATION = 276.00
DOWNSTREAM ELEVATION = 274.50
ELEVATION DIFFERENCE = 1.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.678
SUBAREA RUNOFF(CFS) _ .29
TOTAL AREA(ACRES) = .20 TOTAL RUNOFF(CFS) _ .29
FLOW PROCESS FROM NODE 204.00 TO NODE 2072.20 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<<
UPSTREAM ELEVATION 271.10 DOWNSTREAM ELEVATION = 252.30
STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.18
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .22
HALFSTREET FLOODWIDTH(FEET) = 4.68
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49
PRODUCT OF DEPTH &VELOCITY = .77
STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 13.92
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.450
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.75
SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 2.05
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 6.41
FLOW VELOCITY (FEET/ SEC.) = 3.87 DEPTH *VELOCITY = .98
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.20 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 13.92
RAINFALL INTENSITY(INCH /HR) = 2.45
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
-----------------------------------
-----------------------------------
STREAM 2 ARE:
lommu
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
22.79
16.21
2.221
23.20
1
23.74
17.40
2.121
23.20
2
2.05
13.92
2.450
1.50
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 22.71 13.92 2.450
2 24.64 16.21 2.221
3 25.51 17.40 2.121
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.51 Tc(MIN.) = 17.40
TOTAL AREA(ACRES) = 24.70
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + * + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.20 TO NODE 2072.50 IS CODE = 4
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 9.8
UPSTREAM NODE ELEVATION = 248.20
DOWNSTREAM NODE ELEVATION = 246.80
FLOWLENGTH(FEET) = 28.00 MANNING'S N = .024
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 25.51
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 17.45
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 17.45
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 24.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.51
+- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -+
INITIAL Q IS THE BYPASS OF THE NEW 14' B -1 INLET ON THE WEST SIDE OF
FRAXINELLA
+--------------------------------------------- ----------------- - - - - -- +
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 2.39 TOTAL RUNOFF(CFS) = 2.94
FLOW PROLES$ FROM NODE
-----------------------
>>>>>COMPUTE STREETFLOW
-------------------------
-----------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
1000.00 TO NODE 207.00.IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
265.00 DOWNSTREAM ELEVATION = 251.30
200.00 CURB HEIGHT(INCHES) = 6.
18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) _
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.74
PRODUCT OF DEPTH &VELOCITY = 1.30
STREETFLOW TRAVELTIME(MIN) = .70 TC(MIN) = 17.04
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.150
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 2.79 TOTAL RUNOFF(CFS) _
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) =
3.18
7.43
.47
3.41
FLOW VELOCITY (FEET/ SEC.) = 5.09 DEPTH *VELOCITY = 1.40
xx++ xxx+ xxxx+++ x++++++ xxxx+++++++ xx+ x++++ x++ xx +xxx + + + + + + + + + + + + + +xxx +x +xx + + ++
FLOW PROCESS FROM NODE 207.00 TO NODE 2072.50 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.4
UPSTREAM NODE ELEVATION = 247.50
DOWNSTREAM NODE ELEVATION = 247.00
FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.41
TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.11
xxxx+ xxx+++++++++++ xxxxxx+ x+++++ x+++ x++ x+++ +xxxx + + + + + + +x + +xx + +x + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------
----- ----------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION (MIN.) = 17.11
RAINFALL INTENSITY(INCH /HR) = 2.14
TOTAL STREAM AREA(ACRES) = 2.79
PEAK FLOW RATE(CFS) AT CONFLUENCE _
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
NUMBER
(CFS)
(MIN.)
1
22.71
13.97
1
24.64
16.25
1
25.51
17.45
2
3.41
17.11
STREAM 2 ARE:
3.41
INTENSITY
AREA
(INCH /HOUR)
(ACRE)
2.445
24.70
2.217
24.70
2.118
24.70
2.145
2.79
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 25.70 13.97 2.445
2 27.95 16.25 2.217
3 28.60 17.11 2.145
4 28.88 17.45 2.118
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAR FLOW RATE(CFS) = 28.88 Tc(MIN.) = 17.45
TOTAL AREA(ACRES) = 27.49
+++++++++ x+++++++ x++ xx++++++ x+ x+ x++++ x+++++ + + + + + + + + + + + +x + + + +xxx +x + +xxx +x ++
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.60 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>> >>>USING USER - SPECIFIED PIPESIZE<<<<<
--------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.1
UPSTREAM NODE ELEVATION = 246.60
DOWNSTREAM NODE ELEVATION = 246.03
FLOWLENGTH(FEET) = 16.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 28.88
TRAVEL TIME(MIN.) = .02 TC(MIN.) = 17.47
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.60 TO NODE 2072.60 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7
--------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 9.94
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 1000.00 TO NODE 208.10 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
--------------------------------- ----------------- ------ --------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 14.5
UPSTREAM NODE ELEVATION = 259.00
DOWNSTREAM NODE ELEVATION = 256.25
FLOWLENGTH(FEET) = 35.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 9.94
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 16.38
FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 16.38
RAINFALL INTENSITY(INCH /HR) = 2.21
TOTAL STREAM AREA(ACRES) = 8.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94
---------------------------------------------- ---------------------- - - - - -+
ADDITION OF FLOWS CAPTURED BY NEW 16' INLET ON WEST SIDE
i
-------------------------------------------------------------------- - - - - -+
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
- -FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.0 IS CODE = 7
---------------------------------------- - - - - -- -------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.34 RAIN INTENSITY(INCH /HOUR) = 2.21
TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 9.94
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 1000.00 TO NODE 208.10 IS CODE = 3
----------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 16.1
UPSTREAM NODE ELEVATION = 259.00
DOWNSTREAM NODE ELEVATION = 256.25
FLOWLENGTH(FEET) = 26.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 9.94
TRAVEL TIME(MIN.) _ .03 TC(MIN.) = 16.37
FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.37
RAINFALL INTENSITY(INCH /HR) = 2.21
TOTAL STREAM AREA(ACRES) = 8.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CPS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
9.94
16.38
2.206
8.09
2
9.94
16.37
2.207
8.09
RAINFALL INTENSITY
AND TIME
OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA
USED FOR
2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
19.87
16.37
2.207
2
19.87
16.38
2.206
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.87 Tc(MIN.) = 16.38
TOTAL AREA(ACRES) = 16.18
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 208.10 TO NODE 208.00 IS CODE = 3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.0
UPSTREAM NODE ELEVATION = 255.87
DOWNSTREAM NODE ELEVATION = 248.15
FLOWLENGTH(FEET) = 189.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 19.87
TRAVEL TIME(MIN.) = .24 TC(MIN.) = 16.62
FLOW PROCESS FROM NODE 208.00 TO NODE 2072.60 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 10.0
UPSTREAM NODE ELEVATION = 247.65
DOWNSTREAM NODE ELEVATION = 247.05
FLOWLENGTH(FEET) = , 30.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 19.87
TRAVEL TIME(MIN.) = .05 TC(MIN.) = 16.67
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.60 TO NODE 2072.60 IS CODE = 11
--------------------------------------------------------------------------
>>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
19.87
16.66
2.182
2
19.87
16.67
2.181
** MEMORY BANK #
STREAM
RUNOFF
NUMBER
(CFS)
1
25.70
2
27.95
3
28.60
4
28.88
** PEAK
FLOW RATE
STREAM
RUNOFF
NUMBER
(CFS)
1 CONFLUENCE DATA **
Tc
INTENSITY
(MIN.)
(INCH /HOUR)
13.99
2.443
16.27
2.215
17.13
2.143
17.47
2.116
TABLE **
Tc INTENSITY
(MIN.) (INCH /HOUR)
AREA
(ACRE)
16.18
16.18
AREA
(ACRE)
27.49
27.49
27.49
27.49
1 43.45 13.99 2.443
2 47.52 16.27 2.215
3 47.96 16.66 2.182
4 47.98 16.67 2.181
5 48.13 17.13 2.143
6 48.16 17.47 2.116
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 48.16 Tc(MIN.) = 17.47
TOTAL AREA(ACRES) = 43.67
FLOW PROCESS FROM NODE 2072.60 TO NODE 2073.00 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.5 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 18.1
UPSTREAM NODE ELEVATION = 245.55
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 204.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 48.16
TRAVEL TIME(MIN.) = .19 TC(MIN.) = 17.66
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
----------------------------------------------------------------------------
>>>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.66
RAINFALL INTENSITY(INCH /HR) = 2.10
TOTAL STREAM AREA(ACRES) = 43.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 48.16
+ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - +
ADDITION OF DEVELOPED FLOWS FROM FRAXINELLA BULB
, Q TAKEN FROM IMPSULB3.DAT
+-------------------------------------------------------------------- -- - - - -+
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 7
--------------------------------------------------------------------------
>> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<<
--------------------------------------------------------------------
USER- SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 17.37 RAIN INTENSITY(INCH /HOUR) = 2.12
TOTAL AREA(ACRES) = 15.99 TOTAL RUNOFF(CFS) = 18.16
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
- --------------------------------------------------------------------------
- --------------------------------------------------------------------------
POTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 17.37
RAINFALL INTENSITY(INCH /HR) = 2.12
TOTAL STREAM AREA(ACRES) = 15.99
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.16
++++++*+*++++*+++++++++*++++++++++++*++++++*+ + + + + + + + + + + + + + + + + + + + * * + * + * * + + + ++
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21
--------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
INITIAL SUBAREA FLOW - LENGTH = 90.00
UPSTREAM ELEVATION = 294.00
DOWNSTREAM ELEVATION = 293.00
ELEVATION DIFFERENCE = 1.00
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.230
SUBAREA RUNOFF(CFS) _ .53
TOTAL AREA(ACRES) _ .30 TOTAL RUNOFF(CFS) _ .53
*++++*+++***+++*+*++++++++++*+++*++*++++*+* + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 6
--------------------------------------------------------------------------
>>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION = 292.50 DOWNSTREAM ELEVATION = 238,.30
STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .32
HALFSTREET FLOODWIDTH(FEET) = 9.88
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.65
PRODUCT OF DEPTH &VELOCITY = 1.50
STREETFLOW TRAVELTIME(MIN) = 4.48 TC(MIN) = 13.55
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.493
SOIL CLASSIFICATION IS "D"
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 9.05
SUMMED AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 9.58
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.77
FLOW VELOCITY(FEET /SEC.) = 5.48 DEPTH *VELOCITY = 2.09
FLOW PROCESS FROM NODE 302.00 TO NODE 2073.00 IS CODE = 4
--------------------------------------------------------------------------
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.2
UPSTREAM NODE ELEVATION = 235.80
DOWNSTREAM NODE ELEVATION = 235.40
FLOWLENGTH(FEET) = 43.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 9.58
TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 13.67
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 13.67
RAINFALL INTENSITY(INCH /HR) = 2.48
TOTAL STREAM AREA(ACRES) = 6.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.58
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
43.45
14.18.
2.421
43.67
1
47.52
16.46
2.199
43.67
1
47.96
16.85
2.166
43.67
1
47.98
16.86
2.165
43.67
1
48.13
17.32
2.128
43.67
1
48.16
17.66
2.102
43.67
2
18.16
17.37
2.124
15.99
3
9.58
13.67
2.479
6.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
67.58
13.67
2.479
2
68.74
14.18
2.421
3
73.56
16.46
2.199
4
74.14
16.85
2.166
5
74.16
16.86
2.165
6
74.48
17.32
2.128
7
74.41
17.37
2.124
8
74.25
17.66
2.102
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 74.48 Tc(MIN.) = 17.32
TOTAL AREA(ACRES)
=
66.56
FLOW PROCESS FROM NODE 2073.00 TO NODE 2063.00 IS CODE = 4
- --------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
- --------------------------------------------------------------------------
- --------------------------------------------------------------------------
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 13.9
UPSTREAM NODE ELEVATION = 234.94
DOWNSTREAM NODE ELEVATION = 210.69
FLOWLENGTH(FEET) = 374.00 MANNING'S N = .024
3IVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 74.48
'TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 17.77
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.77
RAINFALL INTENSITY(INCH /HR) = 2.09
TOTAL STREAM AREA(ACRES) = 66.56
PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.48
FLOW PROCESS FROM NODE 208.00 TO NODE 208.20 IS CODE = 21
---------------------------- --- --------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
----------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW - LENGTH = 300.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 282.00
ELEVATION DIFFERENCE = 16.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.889
SUBAREA RUNOFF(CFS) _ .27
TOTAL AREA(ACRES) _ .10 TOTAL RUNOFF(CFS) _ .27
#***#*+#*********##**+*+****##*#*#+#********* * * * * * * * * * * * * * # * * # * * * * * * + * * * * # **
FLOW PROCESS FROM NODE 208.20 TO NODE 2063.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.889
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.17
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 8.44
TC(MIN) = 6.80
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) = 6.80
RAINFALL INTENSITY(INCH /HR) = 3.89
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.44
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
67.58
14.13
2.427
66.56
1
68.74
14.64
2.372
66.56
1
73.56
16.91
2.161
66.56
1
74.14
17.30
2.130
66.56
1
74.16
17.31
2.129
66.56
1
74.48
17.77
2.093
66.56
1
74.41
17.82
2.089
66.56
1
74.25
18.11
2.068
66.56
2
8.44
6.80
3.889
3.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
Tc
INTENSITY
NUMBER
(CFS)
(MIN.)
(,INCH /HOUR)
1
50.61
6.80
3.889
2
72.84
14.13
2.427
3
73.89
14.64
2.372
4
78.25
16.91
2.161
5
78.76
17.30
2.130
6
78.78
17.31
2.129
7
79.02
17.77
2.093
8
78.95
17.82
2.089
9
78.74
18.11
2.068
COMPUTED
CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW
RATE(CFS)
= 79.02 Tc(MIN.) = 17.77
TOTAL AREA(ACRES) =
69.66
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2063.00 TO NODE 2066.00 IS CODE = 4
--------------------------------------------------------------------------
>>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
---------------------------
---------------------------
PIPEFLOW VELOCITY(FEET /SEC.
UPSTREAM NODE ELEVATION =
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 256.00
GIVEN PIPE DIAMETER(INCH) _
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = .38
----------------------------------------------
----------------------------------------------
11.2
209.69
198.43
MANNING'S N = .024
36.00 NUMBER OF PIPES = 1
79.02
TC(MIN.) = 18.15
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) = 18.15
RAINFALL INTENSITY(INCH /HR) = 2.06
TOTAL STREAM AREA(ACRES) = 69.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.02
FLOW PROCESS FROM NODE 208.00 TO NODE 208.30 IS CODE = 21
----------------------------------------------------------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------=-----------------------
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION
WITH 10- MINUTES ADDED = 12.27(MINUTES)
INITIAL SUBAREA FLOW - LENGTH = 400.00
UPSTREAM ELEVATION = 300.50
DOWNSTREAM ELEVATION = 275.00
ELEVATION DIFFERENCE = 25.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SUBAREA RUNOFF(CFS) _ .37
TOTAL AREA(ACRES) _ .20 TOTAL RUNOFF(CFS) _
37
* ttt**********+**#**#+#**** t* t* tt* t* tt** t* t * * * * * * + + + # * * + + * * # * * # # * # # + + *t + ++
FLOW PROCESS FROM NODE 208.30 TO NODE 2065.00 IS CODE = 8
--------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.658
SOIL CLASSIFICATION IS "D"
MULTI -UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.02
TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.39
TC(MIN) = 12.27
FLOW PROCESS FROM NODE 2065.00 TO NODE 2066.00 IS CODE = 4
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER - SPECIFIED PIPESIZE <<<<<
--------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPEFLOW VELOCITY(FEET /SEC.) = 6.8
UPSTREAM NODE ELEVATION = 200.80
DOWNSTREAM NODE ELEVATION = 200.20
FLOWLENGTH(FEET) = 39.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.39
TRAVEL TIME(MIN.) _ .10 TC(MIN.) = 12.37
FLOW PROCESS FROM NODE 2066.00 TO NODE 2066.00 IS CODE = 1
--------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.37
RAINFALL INTENSITY(INCH /HR) = 2.64
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.39
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
INITIAL SUBAREA FLOW - LENGTH = 30.00
UPSTREAM ELEVATION = 240.00
DOWNSTREAM ELEVATION = 238.50
ELEVATION DIFFERENCE = 1.50
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 5- MINUTES
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.743
SUBAREA RUNOFF(CFS) _ .45
TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) _ .45
+ # # * * # * * * * * * * * # * * * * * * * * **
FLOW PROCESS FROM NODE
-----------------------
>>>>> COMPUTE STREETFLOW
-----------------------
-----------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) _
STREET HALFWIDTH(FEET)
302.00 TO NODE 2065.00 IS CODE = 6
---------------------------------------------------
TRAVELTIME THRU SUBAREA <<<<<
---------------------------------------------------
---------------------------------------------------
238.50 DOWNSTREAM ELEVATION = 204.20
640.00 CURB HEIGHT(INCHES) = 6.
= 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
* *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.13
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .21
HALFSTREET FLOODWIDTH(FEET) = 4.10
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.96
PRODUCT OF DEPTH &VELOCITY = .83
STREETFLOW TRAVELTIME(MIN) = 2.69 TC(MIN) = 7.69
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.592
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.37
SUMMED AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 1.82
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.84
FLOW VELOCITY(FEET /SEC.) = 3.96 DEPTH *VELOCITY = .96
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 8
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.592
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .68
TOTAL AREA(ACRES) _ .70 TOTAL RUNOFF(CFS) = 2.50
TC(MIN) = 7.69
++*+++++++ tttt+++++ ttt+++++ tt++ tt++ t+++++++++ + + + + + + + + + +t + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 2065.00 TO NODE 2065.00 IS CODE = 1
--------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION (MIN.) = 7.69
RAINFALL INTENSITY(INCH /HR) = 3.59
TOTAL STREAM AREA(ACRES) = .70
.PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
50.61
7.19
3.753
69.66
1
72.84
14.54
2.382
69.66
1
73.89
15.04
2.331
69.66
1
78.25
17.30
2.130
69.66
1
78.76
17.68
2.100
69.66
1
78.78
17.69
2.099
69.66
1
79.02
18.15
2.065
69.66
1
78.95
18.20
2.061
69.66
1
78.74
18.49
2.040
69.66
2
5.39
12.37
2.644
2.90
3
2.50
7.69
3.592
.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
STREAM
RUNOFF
NUMBER
(CFS)
1
56.81
2
54.92
3
72.86
4
79.36
5
80.27
6
84.08
TABLE **
Tc
INTENSITY
(MIN.)
(INCH /HOUR)
7.19
3.753
7.69
3.592
12.37
2.644
14.54
2.382
15.04
2.331
17.30
2.130
7
84.51
17.68
2.100
8
84.52
17.69
2.099
9
84.67
18.15
2.065
10
84.58
18.20
2.061
11
84.32
18.49
2.040
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 84.67 Tc(MIN.) = 18.15
TOTAL AREA(ACRES) = 73.26
----------------------------------------------------
----------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 84.67 Tc(MIN.) = 18.15
TOTAL AREA(ACRES) = 73.26
* ** PEAK FLOW RATE TABLE * **
Q(CFS) Tc(MIN.)
1 56.81 7.19
2 54.92 7.69
3 72.86 12.37
4 79.36 14.54
5 80.27 15.04
6 84.08 17.30
7 84.51 17.68
8 84.52 17.69
9 84.67 18.15
10 84.58 18.20
1 84.32 18.49
=:4 ziZa]m -11V0 03 iClmzIpY6:NIlj_% 01 ft�&-j�
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
+ * # # * * * * * * * # * * * # # # * * * * * * *# DESCRIPTION OF STUDY * # # * * # * * * * * * * * * * * * # # * * * * **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
OFFSITE HYDRAULIC ANALYSIS FOR IMPROVED SYSTEM 3
* INCLUDED TWO 15' INLETS ON FRAX, FLOWS FROM IMPROSE3.DAT
***#**#*#*********##***########*#********* * * # # * * * # # * * * * * * # * * * * * * * * * * * * * ##
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ILE NAME: 961 \10YEAR \IMPROSE3.PIP
TIME /DATE OF STUDY: 11:43 12/26/1995
************########*****####*#*#****#****** * * * * * * * * * * * * * * * # # # # * # # # * # # * * * **
GRADUALLY VARIED FLOW
ANALYSIS FOR
PIPE SYSTEM
NODAL POINT
STATUS TABLE
(Note: " *" indicates
nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL
PRESSURE PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS
HEAD(FT) MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
007.00-
3.81
2984.31
1.74*
3471.84
)
FRICTION
2066.00-
2.81 Dc
2597.71
2.13*
2901.03
)
JUNCTION
066.00-
3.38
2540.63
1.62*
3279.58
)
FRICTION
063.00-
2.76 Dc
2335.88
1.67*
3167.36
)
JUNCTION
2063.00-
3.31
2320.51
1.37*
3518.64
FRICTION
063.10-
2.71 Dc
2136.30
1.48*
3220.56
)
MANHOLE
2063.10-
2.71 Dc
2136.30
1.47*
3246.06
FRICTION
073.00-
2.71 *Dc
2136.30
2.71 *DC
2136.30
)
JUNCTION
- 073.00-
4.65*
2026.56
1.22
1750.19
)
FRICTION
) HYDRAULIC JUMP
4072.60-
2.26 *Dc
1147.69
2.26 *Dc
1147.69
)
JUNCTION
072.60-
2.95*
850.02
1.43
669.39
FRICTION
2072.50-
2.12*
635.59
1.83 Dc
615.60
JUNCTION
072.50-
2.38*
607.84
1.30
577.16
)
FRICTION
) HYDRAULIC JUMP
- 072.20-
---------------------------------------------------------------------
1.72 *Dc
520.46
1.72 *Dc
520.46
- - - - --
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
OWNSTREAM PIPE FLOW CONTROL DATA:
..ODE NUMBER = 2007.00 FLOWLINE ELEVATION = 192.00
PIPE FLOW = 84.67 CFS PIPE DIAMETER = 36.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 195.810
---------------------------------------------------------------------------
NODE 2007.00 : HGL = < 193.737>;EGL= < 199.919>;FLOWLINE= < 192.000>
LOW PROCESS
rLOW PROCESS FROM NODE 2007.00 TO NODE
2066.00 IS CODE
= 1
TPSTREAM NODE 2066.00
ELEVATION =
197.50 (FLOW IS
SUPERCRITICAL)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD) :
---------------------------------------------------------------------------
ALCULATE JUNCTION
LOSSES:
PIPE FLOW =
84.67 CFS
PIPE DIAMETER = 36.00 INCHES
IPE LENGTH =
110.00 FEET
MANNING'S N = .01300
---------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 1.62
CRITICAL DEPTH(FT)
= 2.81
---------------------------------------------------------------------------
---------------------------------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
2.13
UPSTREAM
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
rRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
20.321
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.133
15.743
5.984
2901.03
2.213
2.113
15.909
6.046
2921.45
4.590
2.092
16.080
6.110
2942.71
7,.149
2.072
16.256
6.178
2964.84
9.906
2.051
16.437
6.249
2987.87
12.883
2.031
16.623
6.324
3011.82
16.101
2.010
16.814
6.403
3036.72
19.589
1.989
17.011
6.486
3062.59
23.379
1.969
17.214
6.573
3089.47
27.509
1.948
17.422
6.664
3117.40
32.023
1.928
17.636
6.760
3146.40
36.978
1.907
17.857
6.862
3176.51
42.440
1.886
18.085
6.968
3207.76
48.492
1.866
18.319
7.080
3240.20
55.240
1.845
18.560
7.197
3273.87
62.819
1.825
18.808
7.321
3308.81
71.408
1.804
19.064
7.451
3345.06
81.247
1.783
19.328
7.588
3382.68
92.677
1.763
19.599
7.731
3421.71
106.193
1.742
19.880
7.883
3462.20
110.000
1.737
19.946
7.919
3471.84
---------------------------------------------------------------------------
.:ODE 2066.00 :
HGL = < 199.633>;EGL= <
203.484 >; FLOWLINE = < 197.500>
LOW PROCESS
FROM NODE
2066.00 TO NODE
2066.00 IS CODE = 5
UPSTREAM NODE
2066.00
ELEVATION =
198.43 (FLOW IS SUPERCRITICAL)
---------------------------------------------------------------------------
ALCULATE JUNCTION
LOSSES:
PIPE
FLOW
DIAMETER ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS)
(INCHES) (DEGREES)
ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM
79.02
36.00 18.50
198.43 2.76
20.321
DOWNSTREAM 84.67 36.00 - 197.50 2.81 15.748
LATERAL #1 4.00 18.00 60.00 199.93 .77 4.412
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 1.65 = = =Q5 EQUALS BASIN INPUT = ==
1CFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
-t=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)-
Q4 *V4* COS( DELTA4 )) /((A1 +A2) *16.1)+FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
DWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE =
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03283
JNCTION LENGTH = 10.00 FEET
2ICTION LOSSES = .328 FEET ENTRANCE LOSSES =
uUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
TUNCTION LOSSES = ( 2.206) +( .770) = 2.976
.04359
.02207
770 FEET
---------------------------------------------------------------------------
JDE 2066.00 : HGL = < 200.048>;EGL= <
206.460>;FLOWLINE= < 198.430>
LOW PROCESS FROM
NODE 2066.00 TO NODE
2063.00 IS CODE
= 1
UPSTREAM NODE 2063.00
ELEVATION =
209.69 (FLOW IS
SUPERCRITICAL)
--------------------------- - - - - -- -- --
ALCULATE FRICTION LOSSES(LACFCD):
-
rIPE FLOW =
79.02 CFS
PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH =
256.00 FEET
MANNING'S N = .01300
---------------------------------------------------------------------------
ORMAL DEPTH(FT)
= 1.61
CRITICAL DEPTH(FT)
= 2.76
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
1.67
vRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
-----------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
000
1.673
19.493
7.577
3167.36
3.830
1.671
19.527
7.596
3171.98
7.835
1.668
19.562
7.614
3176.62
12.029
1.666
19.596
7.632
3181.28
16.431
1.664
19.630
7.651
3185.96
21.060
1.661
19.665
7.670
3190.67
25.940
1.659
19.700
7.689
3195.39
31.098
1.656
19.735
7.708
3200.13
36.567
1.654
19.770
7.727
3204.90
42.382
1.652
19.805
7.746
3209.69
48.591
1.649
19.840
7.765
3214.49
55.246
1.647
19.875
7.785
3219.32
62.414
1.645
19.911
7.804
3224.17
70.178
1.642
19.946
7.824
3229.04
78.640
1.640
19.982
7.844
3233.93
87.935
1.638
20.018
7.864
3238.85
98.239
1.635
20.054
7.884
3243.78
109.789
1.633
20.090
7.904
3248.74
122.919
1.630
20.127
7.924
3253.72
138.118
1.628
20.163
7.945
3258.72
156.143
1.626
20.200
7.965
3263.74
178.266
1.623
20.236
7.986
3268.78
206.866
1.621
20.273
8.007
3273.85
247.293
1.619
20.310
8.028
3278.94
256.000
1.618
20.315
8.030
3279.58
NODE 2063.00 : HGL = < 211.363 >;EGL = < 217.267 >; FLOWLINE = <
209.690>
r.LOW PROCESS FROM NODE 2063.00 TO NODE 2063.00 IS CODE = 5
UPSTREAM NODE 2063.00 ELEVATION = 210.69 (FLOW IS SUPERCRITICAL)
kLCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 74.48 36.00 10.00 210.69 2.71
23.588
DOWNSTREAM 79.02 36.00 - 209.69 2.76
19.499
LATERAL #1 .00 .00 .00 .00 .00
.000
LATERAL #2 .00 .00 .00 .00 .00
.000
Q5 4.54 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3 *COS (DELTA3)-
Q4 *V4 *COS(DELTA4)) /((Al +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .06750
OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .03912
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .05331
'UNCTION LENGTH = 7.00 FEET
RICTION LOSSES = .373 FEET ENTRANCE LOSSES = 1.181 FEET
„UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 2.256) +( 1.181) = 3.436
ODE 2063.00 : HGL = < 212.064>;EGL= < 220.704 >; FLOWLINE = <
210.690>
******##*###*###########******************** # * * # # * # # # * # # # # # # * # # # # # # # # # # # # ##
LOW PROCESS FROM NODE 2063.00 TO NODE 2063.10 IS CODE = 1
UPSTREAM NODE 2063.10 ELEVATION = 223.36 (FLOW IS SUPERCRITICAL)
----------------------------------------------------------- - -----------------
ALCULATE FRICTION LOSSES(LACFCD):
IPE FLOW = 74.48 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 181.00 FEET MANNING'S N = .01300
---------------------------------------------------------------------------
ORMAL DEPTH(FT) = 1.36 CRITICAL DEPTH(FT) =
2.71
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
"PSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.48
---------------------------------------------------------------------------
---------------------------------------------------------------------------
.RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------------------------------------------
ISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 1.484 21.358 8.572
3220.56
3.109 1.479 21.450 8.628
3232.68
6.370 1.474 21.542 8.684
3244.92
9.798 1:469 21.635 8.742
3257.28
13.406 1.464 21.729 8.800
3269.76
17.214 1.459 21.823 8.859
3282.36
21.242 1.454 21.919 8.919
3295.08
25.514 1.449 22.015 8.980
3307.93
30.057 1.444 22.112 9.041
3320.90
34.905 1.439 22.210 9.104
3334.00
40.098 1.434 22.309 9.167
3347.23
45.683 1.429 22.408 9.231
3360.59
51.718 1.425 22.509 9.297
3374.07
58.277 1.420 22.610 9.363
3387.70
65.449 1.415 22.713 9.430
3401.45
73.353 1.410 22.816 9.498
3415.35
82.143
1.405
22.920
9.567
3429.38
92.029
1.400
23.025
9.637
3443.54
103.305
1.395
23.131
9.708
3457.86
116.400
1.390
23.238
9.780
3472.31
131.982
1.385
23.346
9.853
3486.91
151.167
1.380
23.455
9.928
3501.65
176.052
1.375
23.565
10.003
3516.54
181.000
1.374
23.580
10.014
3518.64
---------------------------------------------------------------------------
ODE 2063.10 : HGL = < 224.844
>;EGL = <
231.932 >;FLOWLINE = < 223.360>
++++++++++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
LOW PROCESS FROM
NODE 2063.10
TO NODE
2063.10 IS CODE = 2
UPSTREAM NODE 2063.10
ELEVATION =
223.60 (FLOW
IS SUPERCRITICAL)
-----------------------------------------------------------------------------
ALCULATE MANHOLE
LOSSES(LACFCD):
IPE FLOW =
74.48 CFS
PIPE DIAMETER =
36.00 INCHES
AVERAGED VELOCITY
HEAD = 7.152
FEET
MN = .05 *(AVERAGED
VELOCITY HEAD) = .05 *( 7.152) _
.358
---------------------------------------------------------------------------
NODE 2063.10 : HGL = < 225.074>;EGL=
<
232.290 >;FLOWLINE = < 223.600>
++++++++++++++++++++++++++++++++++++++++++++
+ + + + + + + + +
+ + + + + + + + + + + + + + + + + + + + ++
-LOW PROCESS FROM
NODE 2063.10
TO NODE
2073.00 IS CODE = 1
UPSTREAM NODE 2073.00
ELEVATION =
234.94 (FLOW
IS SUPERCRITICAL)
---------------------------------------------------------------------------
'ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW =
74.48 CFS
PIPE DIAMETER =
36.00 INCHES
PIPE LENGTH =
189.00 FEET
MANNING'S N =
.01300
- ------------------------------------------------_-----------------
iJORMAL DEPTH(FT)
= 1.42
CRITICAL DEPTH(FT) 2.71
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT)
=
2.71
---------------------------------------------------------------------------
---------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
)ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.713
11.073
4.618
2136.30
.064
2.661
11.232
4.621
2137.61
.261
2.610
11.406
4.631
2141.55
.599
2.558
11.596
4.647
2148.15
1.087
2.506
11.803
4.671
2157.47
1.739
2.455
12.026
4.702
2169.59
2.572
2.403
12.267
4.741
2184.64
3.606
2.351
12.527
4.790
2202.74
4.867
2.300
12.806
4.848
2224.03
6.384
2.248
13.105
4.916
2248.70
8.194
2.196
13.426
4.997
2276.95
10.344
2.145
13.770
5.091
2308.99
12.889
2.093
14.139
5.199
2345.08
15.901
2.041
14.535
5.324
2385.52
19.469
1.990
14.960
5.467
2430.61
23.713
1.938
15.417
5.631
2480.72
28.786
1.886
15.908
5.818
2536.25
34.903
1.835
16.436
6.032
2597.68
42.362
1.783
17.005
6.276
2665.52
51.604
1.731
17.620
6.555
2740.37
63.316
1.680
18.284
6.874
2822.90
78.648
1.628
19.004
7.239
2913.90
99.763 1.576 19.784 7.658
3014.25
131.526 1.525 20.634 8.140
3124.98
189.000 1.474 21.550 8.690
3246.06
-----------------------------------------------------------------------------
MODE 2073.00 : HGL = < 237.653 >;EGL = < 239.558>;FLOWLINE= <
234.940>
FLOW PROCESS FROM NODE 2073.00 TO NODE 2073.00 IS CODE = 5
PSTREAM NODE 2073.00 ELEVATION = 235.27 (FLOW IS AT CRITICAL
DEPTH)
---------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 48.16 36.00 .00 235.27 2.26
6.813
DOWNSTREAM 74.48 36.00 - 234.94 2.71
11.077
LATERAL #1 17.25 30.00 90.00 235.77 1.40
3.514
LATERAL #2 9.09 18.00 90.00 235.40 1.17
5.144
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00521
. OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01094
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00807
UNCTION LENGTH = 4.00 FEET
RICTION LOSSES = .032 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
- UNCTION LOSSES = ( 1.085) +( .000) = 1.085
---------------------------------------------------------------------------
..ODE 2073.00 : HGL = < 239.923 >;EGL = < 240.644 >; FLOWLINE = <
235.270>
LOW PROCESS FROM NODE 2073.00 TO NODE 2072.60 IS CODE = 1
UPSTREAM NODE 2072.60 ELEVATION = 245.05 (HYDRAULIC JUMP OCCURS)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 48.16 CFS PIPE DIAMETER = 36.00 INCHES
"-IPE LENGTH = 199.00 FEET MANNING'S N = .01300
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
-----------------------------------------------------------------------------
ORMAL DEPTH(FT) = 1.18 CRITICAL DEPTH(FT) =
2.26
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.26
---------------------------------------------------------------------------
---------------------------------------------------------------------------
RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------------------------------------------
^ISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 2.260 8.429 3.364
1147.69
.041 2.216 8.599 3.365
1148.31
.169 2.173 8.780 3.371
1150.19
.394 2.130 8.971 3.380
1153.40
.727 2.087 9.174 3.394
1158.00
1.181 2.043 9.389 3.413
1164.08
1.771 2.000 9.617 3.437
1171.70
2.516 1.957 9.860 3.467
1180.97
3.435 1.913 10.117 3.504
1191.98
4.555 1.870 10.390 3.548
1204.84
5.907
1.827
10.682
3.600
1219.67
7.529
1.784
10.991
3.661
1236.61
9.465
1.740
11.322
3.732
1255.79
11.776
1.697
11.674
3.815
1277.40
14.534
1.654
12.051
3.910
1301.60
17.836
1.611
12.454
4.021
1328.62
21.808
1.567
12.886
4.147
1358.68
26.623
1.524
13.350
4.293
1392.04
32.524
1.481
13.848
4.460
1429.01
39.869
1.438
14.385
4.653
1469.92
49.214
1.394
14.964
4.874
1515.15
61.493
1.351
15.591
5.128
1565.15
78.460
1.308
16.270
5.421
1620.42
104.058
1.264
17.009
5.760
1681.55
150.948
1.221
17.814
6.152
1749.22
199.000
1.221
17.825
6.158
1750.19
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
---------------------------------------------------------------------
OWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 4.65
-------------------------------------------------------------------
^RESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
jISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
4.653
6.813
5.374
2026.56
37.624
-----------------------------------------------------------------------------
3.000
6.813
3.721
1297.49
.SSUMED DOWNSTREAM PRESSURE HEAD (FT)
3.00
---------------------------------------------------------------------------
uRADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
,ISTANCE FROM
FLOW DEPTH
VELOCITY
--------------------------
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
37.624
3.000
6.811
3.721
1297.49
38.242
2.970
6.822
3.694
1285.49
38.810
2.941
6.843
3.668
1274.41
39.347
2.911
6.870
3.644
1263.94
39.858
2.882
6.902
3.622
1254.00
40.346
2.852
6.938
3.600
1244.54
40.813
2.822
6.979
3.579
1235.53
41.261
2.793
7.023
3.559
1226.96
41.689
2.763
7.071
3.540
1218.81
42.098
2.733
7.123
3.522
1211.09
42.488
2.704
7.178
3.504
1203.78
42.860
2.674
7.236
3.488
1196.89
43.211
2.645
7.298
3.472
1190.41
43.543
2.615
7.363
3.457
1184.37
43.855
2.585
7.432
3.444
1178.75
44.146
2.556
7.504
3.431
1173.56
44.416
2.526
7.579
3.419
1168.82
44.662
2.497
7.658
3.408
1164.52
44.886
2.467
7.741
3.398
1160.69
45.084
2.437
7.828
3.389
1157.33
45.257
2.408
7.918
3.382
1154.44
45.402
2.378
8.012
3.375
1152.05
45.518
2.348
8.110
3.370
1150.17
45.603
2.319
8.212
3.367
1148.80
45.656
2.289
8.318
3.364
1147.97
45.674
2.260
8.429
3.364
1147.69
199.000 2.260 8.429 3.364 1147.69
-------------- - - - - -- -END OF HYDRAULIC JUMP ANALYSIS ------------------------
RESSURE +MOMENTUM BALANCE OCCURS AT 14.28 FEET UPSTREAM OF NODE 2073.00
DOWNSTREAM DEPTH = 4.026 FEET, UPSTREAM CONJUGATE DEPTH = 1.221 FEET
-----------------------------------------------------------------------------
ODE 2072.60 : HGL = < 247.310>;EGL= < 248.414 >; FLOWLINE = < 245.050>
********************************************** * * * * * * * * * * * * ** * * * * * * ** ** * * * * * **
LOW PROCESS FROM NODE 2072.60 TO NODE 2072.60 IS CODE = 5
PSTREAM NODE 2072.60 ELEVATION = 245.55 (FLOW IS AT CRITICAL DEPTH)
-----------------------------------------------------------------------------
"ALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAM 28.88 30.00 .00 245.55 1.83 5.883
DOWNSTREAM 48.16 36.00 - 245.05 2.26 8.432
LATERAL #1 19.29 24.00 70.00 246.55 1.58 7.250
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
^Y=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS ( DELTA4 )) /((A1 +A2) *16.1)+FRICTION LOSSES
wPSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .01690
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00621
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01155
UNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .046 FEET ENTRANCE LOSSES = .000 FEET
UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .624) +( .000) = .624
-----------------------------------------------------------------------------
*TODE 2072.60 : HGL = < 248.500 >;EGL = < 249.038 >; FLOWLINE = < 245,.550>
******************************************** ** * * ** * * * * * * * * ** * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2072.60 TO NODE 2072.50 IS CODE = 1
PSTREAM NODE 2072.50 ELEVATION = 246.60 (FLOW SEALS IN REACH)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
-IPE FLOW = 28.88 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 21.00 FEET MANNING'S N = .02400
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.95
---------------------------------------------------------------------------
---------------------------------------------------------------------------
RESSURE FLOW PROFILE COMPUTED INFORMATION:
ISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 2.950 5.883 3.488 850.02
13.597 2.500 5.883 3.037 712.15
---------------------------------------------------------------------------
..ORMAL DEPTH(FT) = 1.37 CRITICAL DEPTH(FT) = 1.83
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
SSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50
---------------------------------------------------------------------------
---------------------------------------------------------------------------
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
ISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
13.597 2.500 5.882 3.037 712.15
14.326 2.473 5.893 3.013 704.59
14.990 2.447 5.913 2.990
697.57
15.614 2.420 5.939 2.968
690.91
16.209 2.393 5.970 2.947
684.57
16.778 2.366 6.005 2.927
678.51
17.324 2.340 6.045 2.907
672.74
17.848 2.313 6.088 2.889
667.23
18.352 2.286 6.135 2.871
661.98
18.836 2.260 6.186 2.854
656.99
19.301 2.233 6.239 2.838
652.26
19.746 2.206 6.297 2.822
647.79
20.171 2.179 6.358 2.807
643.59
20.575 2.153 6.422 2.794
639.65
20.958 2.126 6.490 2.780
635.99
21.000 2.123 6.498 2.779
635.59
-- -------------------- - -
ODE 2072.50 : HGL = < 248.723 >;EGL = < 249.379 >; FLOWLINE = <
- - -- --
246.600>
++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + ++
LOW PROCESS FROM NODE 2072.50 TO NODE 2072.50 IS CODE = 5
'PSTREAM NODE 2072.50 ELEVATION = 246.80 (FLOW IS SUBCRITICAL)
-----------------------------------------------------------------------------
^ALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL
VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 25.51 30.00 .00 246.80 1.72
5.290
DOWNSTREAM 28.88 30.00 - 246.60 1.83
6.500
LATERAL #1 3.37 18.00 90.00 247.00 .70
1.907
LATERAL #2 .00 .00 .00 .00 .00
.000
Q5 .00 = = =Q5 EQUALS BASIN INPUT = ==
,ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
nY=(Q2*V2-Q1*VI *COS (DELTAI)-Q3*V3 *COS (DELTA3)-
Q4 *V4 *COS (DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
FPSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .01143
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .01594
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01368
UNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .055 FEET ENTRANCE LOSSES = .000 FEET
- UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .235) +( .000) = .235
NODE 2072.50 : HGL = < 249.180 >;EGL = < 249.614>;FLOWLINE= <
246.800>
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + ++
FLOW PROCESS FROM NODE 2072.50 TO NODE 2072.20 IS CODE = 1
'PSTREAM NODE 2072.20 ELEVATION = 248.20 (HYDRAULIC JUMP
OCCURS)
---------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
RIPE FLOW = 25.51 CFS PIPE DIAMETER = 30.00 INCHES
IPE LENGTH = 28.00 FEET MANNING'S N = .02400
---------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
---------------------------------------------------------------------------
ORMAL DEPTH(FT) = 1.27 CRITICAL DEPTH(FT) =
1.72
----------------------------------------------- ------------------------
- -PSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.72
------
---------------------------------------------------- -----------------------
uRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------------------------------------------
ISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.721
7.077
2.499
520.46
.013
1.703
7.160
2.500
520.54
.052
1.685
7.246
2.501
520.80
.120
1.667
7.334
2.503
521.23
.221
1.649
7.425
2.506
521.84
.357
1.631
7.519
2.509
522.64
.532
1.613
7.616
2.514
523.63
.752
1.595
7.716
2.520
524.81
1.020
1.577
7.819
2.527
526.20
1.343
1.559
7.925
2.534
527.79
1.728
1.541
8.034
2.543
529.60
2.186
1.523
8.147
2.554
531.63
2.726
1.504
8.263
2.565
533.89
3.362
1.486
8.384
2.578
536.38
4.111
1.468
8.508
2.593
539.12
4.996
1.450
8.636
2.609
542.10
6.045
1.432
8.768
2.627
545.35
7.299
1.414
8.905
2.646
548.87
8.813
1.396
9.047
2.668
552.66
10.668
1.378
9.193
2.691
556.75
12.990
1.360
9.344
2.717
561.13
15.991
1.342
9.501
2.745
565.82
20.067
1.324
9.663
2.775
570.84
26.108
1.306
9.831
2.806
576.20
28.000
1.303
9.861
2.814
577.16
--------------------------------------------------
--------------------------------------------------
OWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.38
---------------------------------------------------
---------------------------------------------------
r= RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
_ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.380
5.289
2.814
607.84
.543
2.353
5.321
2.793
601.55
1.071
2.327
5.357
2.773
595.48
1.584
2.301
5.396
2.753
589.62
2.083
2.274
5.439
2.734
583.97
2.569
2.248
5.484
2.715
578.53
3.041
2.222
5.532
2.697
573.30
3.499
2.195
5.583
2.680
568.29
3.944
2.169
5.638
2.663
563.50
4.374
2.143
5.695
2.647
558.92
4.790
2.116
5.755
2.631
554.57
5.191
2.090
5.818
2.616
550.45
5.576
2.064
5.884
2.602
546.57
5.944
2.037
5.954
2.588
542.92
6.294
2.011
6.027
2.575
539.52
6.626
1.985
6.103
2.563
536.37
6.938
1.958
6.182
2.552
533.48
7.228
1.932
6.265
2.542
530.85
7.495
1.906
6.352
2.533
528.50
7.736
1.879
6.443
2.524
526.43
7.949
1.853
6.538
2.517
524.65
8.133
1.827
6.636
2.511
523.17
8.282
1.800
6.739
2.506
522.00
8.395
1.774
6.847
2.502
521.15
8.466
1.747
6.959
2.500
520.63
8.491
1.721 7.077
2.499
520.46
28.000
1.721 7.077
2.499
520.46
------ -------- - -
- - -- -END OF HYDRAULIC
JUMP ANALYSIS ------------------------
eRESSURE +MOMENTUM
BALANCE OCCURS AT
2.86 FEET UPSTREAM OF
NODE 2072.50
DOWNSTREAM
DEPTH = 2.232 FEET, UPSTREAM
CONJUGATE DEPTH
= 1.309 FEET
---------------------------------------------------------------------------
_:ODE 2072.20 : HGL = < 249.921 >;EGL =
< 250.699 >; FLOWLINE = <
248.200>
PSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2072.20 FLOWLINE ELEVATION = 248.20
.SSUMED UPSTREAM CONTROL HGL = 249.92 FOR DOWNSTREAM RUN ANALYSIS
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
FND OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* * * * * * * * * * * + * * * * * * * * * * * ** DESCRIPTION OF STUDY + * * # * * + * * * * + + * #* * * * * * * # # **
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* HYDRAULIC ANALYSIS OF LATERAL SERVING FRAXINELLA BULB, DEVELOPED FLOWS
DOWNSTREAM CONTROL FROM 961 \IMPROSE3.PIP, FLOWS FROM 961 \IMPBULB3.DAT
**********#***************+*******+*+**+** * * * * * * * * * * * * * * * * * * * * * * * * * * + * * **
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
_ILE NAME: 961 \10YEAR \IMPBULB3.PIP
TIME /DATE OF STUDY: 12: 0 12/26/1995
*****************************************+*+ + + * * * * * * * * * * * * * * * * * * * * # * + * * * * **
GRADUALLY VARIED FLOW ANALYSIS FOR
PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL PRESSURE PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS HEAD(FT) MOMENTUM(POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
073.00-
3.92* 948.95
1.03
386.20
)
FRICTION ) HYDRAULIC JUMP
069.50-
1.44 *Dc 331.46
1.44 *Dc
331.46
)
JUNCTION
2069.50-
2.23* 342.84
.70
341.00
)
FRICTION ) HYDRAULIC JUMP
069.40-
1.29 *Dc 223.89
1.29 *Dc
223.89
)
CATCH BASIN
2069.40-
1.63* 99.07
1.29 Dc
74.94
---------------------------------------------------------------------------
AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
-----------------------------------------------------------------------------
-OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
****+**#****+*******************+*********** * * * + * * * * * * * * + + + * * * * * * * * * + * * * * **
nOWNSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 2073.00 FLOWLINE ELEVATION = 236.00
IPE FLOW = 18.16 CFS PIPE DIAMETER = 30.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 239.923
---------------------------------------------------------------------------
ODE 2073.00 : HGL = < 239.923 >;EGL = < 240.136 >; FLOWLINE = < 236.000>
**##+***********************************+**+ * * * * * * * + + * * * * + * * * * * * * * * * * * * * * **
LOW PROCESS FROM NODE 2073.00 TO NODE 2069.50 IS CODE = 1
UPSTREAM NODE 2069.50 ELEVATION = 248.30 (HYDRAULIC JUMP OCCURS)
-----------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 18.16 CFS PIPE DIAMETER = 30.00 INCHES
-IPE LENGTH = 225.00 FEET MANNING'S N .02400
---------------------------------------------------------------------------
nYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
-----------------------------------------------------------------------------
ORMAL DEPTH(FT) = 1.02 CRITICAL DEPTH(FT) = 1.44
---------------------------------------------------------------------------
---------------------------------------------------------------------------
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.44
------------------------------------------------------------------------
RADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------------------------------------------
- ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.443
6.184
2.037
331.46
.010
1.426
6.274
2.038
331.53
.042
1.409
6.366
2.039
331.74
.099
1.392
6.461
2.041
332.10
.181
1.376
6.559
2.044
332.61
.293
1.359
6.661
2.048
333.28
.438
1.342
6.765
2.053
334.11
.618
1.325
6.873
2.059
335.10
.840
1.308
6.985
2.066
336.27
1.108
1.291
7.100
2.074
337.61
1.428
1.274
7.220
2.084
339.14
1.808
1.257
7.343
2.095
340.85
2.257
1.240
7.471
2.107
342.77
2.787
1.223
7.603
2.122
344.88
3.412
1.206
7.740
2.137
347.21
4.152
1.189
7.882
2.155
349.75
5.031
1.173
8.030
2.174
352.53
6.083
1.156
8.182
2.196
355.54
7.355
1.139.
8.341
2.220
358.79
8.915
1.122
8.505
2.246
362.31
10.872
1.105
8.676
2.275
366.09
13.405
1.088
8.854
2.306
370.16
16.849
1.071
9.038
2.340
374.52
21.963
1.054
9.231
2.378
379.18
31.174
1.037
9.431
2.419
384.17
225.000
1.031
9.511
2.436
386.20
---------------------------------------------------------------------------
.:YDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
,OWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.92
---------------------------------------------------------- -----------------
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
1ISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
3.923
3.700
4.136
948.95
29.655
2.500
3.700
2.713
513.08
---------------------------------------------------------
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) =
2.50
------ ------------
------------------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED
INFORMATION:
-----------------------------------------------------------------------------
1ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
29.655
2.500
3.698
2.713
513.08
30.496
2.458
3.712
2.672
500.63
31.304
2.415
3.737
2.632
488.66
32.090
2.373
3.770
2.594
477.07
32.860
2.331
3.810
2.556
465.82
33.614
2.289
3.855
2.520
454.92
34.355
2.246
3.906
2.483
444.37
35.081
2.204
3.962
2.448
434.18
35.793
2.162
4.024
2.413
424.36
36.490
2.120
4.091
2.380
414.92
37.173
2.077
4.164
2.347
405.88
37.839
2.035
4.243
2.315
397.25
38.488
1.993
4.327
2.284
389.05
39.119
1.950
4.418
2.254
381.30
39.729
1.908
4.516
2.225
374.01
40.316
1.866
4.620
2.198
367.20
40.877
1.824
4.732
2.172
360.90
41.410
1.781
4.852
2.147
355.13
41.910
1.739
4.980
2.125
349.90
42.373
1.697
5.118
2.104
345.26
42.794
1.655
5.265
2.085
341.23
43.164
1.612
5.424
2.069
337.83
43.476
1.570
5.593
2.056
335.12
43.719
1.528
5.776
2.046
333.12
43.879
1.486
5.973
2.040
331.88
43.937
1.443
6.184
2.037
331.46
225.000
1.443
6.184
2.037
331.46
-------- ----- --- - - - - -- -END
OF HYDRAULIC JUMP ANALYSIS ------------------------
RESSURE +MOMENTUM BALANCE OCCURS
AT 38.75
FEET UPSTREAM OF NODE 2073.00
DOWNSTREAM DEPTH
= 1.975 FEET, UPSTREAM CONJUGATE DEPTH =
1.032 FEET
-----------------------------------------------------------------------------
ODE 2069.50 : HGL =
< 249.743
>;EGL = <
250.337 >; FLOWLINE = <
248.300>
FLOW PROCESS FROM NODE
2069.50
TO NODE
2069.50 IS CODE = 5
PSTREAM NODE 2069.50
ELEVATION =
248.50 (FLOW IS AT CRITICAL
DEPTH)
---------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW
DIAMETER
ANGLE
FLOWLINE CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION DEPTH(FT.)
(FT /SEC)
UPSTREAM 12.82
24.00
45.00
248.50 1.29
4.081
DOWNSTREAM 18.16
30.00
-
248.30 1.44
6.186
LATERAL #1 .00
.00
.00
.00 .00
.000
LATERAL #2 .00
.00
.00
.00 .00
.000
Q5 5.34
= = =Q5 EQUALS BASIN
INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1* COS (DELTAI)-Q3*V3 *COS (DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00321
DOWNSTREAM: MANNING'S N = .02400; FRICTION SLOPE = .01668
"VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00995
UNCTION LENGTH = 10.00 FEET
. RICTION LOSSES = .099 FEET ENTRANCE LOSSES = .119 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .534) +( .119) = .653
---------------------------------------------------------------------------
NODE 2069.50 : HGL = < 250.732 >;EGL = < 250.990>;FLOWLINE= < 248.500>
FLOW PROCESS FROM NODE 2069.50 TO NODE 2069.40 IS CODE = 1
" PSTREAM NODE 2069.40 ELEVATION = 252.08 (HYDRAULIC JUMP OCCURS)
----------------------------------------------------------- ---------- - -- - --
CALCULATE FRICTION LOSSES (LACFCD):
-IPE FLOW =
12.82 CPS
PIPE
DIAMETER =
24.00 INCHES
IPE LENGTH =
65.00 FEET
MANNING'S
N =
.01300
-----------------------------------------------------------------------------
WYDRAULIC JUMP: DOWNSTREAM RUN
ANALYSIS RESULTS
---------------------------------------------------------------------------
ORMAL DEPTH(FT)
_ .67
CRITICAL
DEPTH(FT) = 1.29
-----------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
------------------------
1.29
---------------------------------------------------------------------------
---------------------------------------------------------------------------
GRADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
---------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.288
5.994
1.846
223.89
.019
1.263
6.130
1.847
224.01
.080
1.238
6.274
1.850
224.39
.187
1.214
6.425
1.855
225.04
.346
1.189
6.585
1.863
225.98
.562
1.164
6.754
1.873
227.21
.845
1.139
6.933
1.886
228.76
1.202
1.115
7.122
1.903
230.65
1.643
1.090
7.323
1.923
232.89
2.183
1.065
7.535
1.947
235.50
2.834
1.040
7.761
1.976
238.51
3.617
1.016
8.000
2.010
241.96
4.554
.991
8.255
2.050
245.86
5.672
.966
8.527
2.096
250.25
7.009
.941
8.817
2.149
255.18
8.611
.917
9.127
2.211
260.67
10.541
.892
9.458
2.282
266.79
12.881
.867
9.814
2.364
273.5.8
15.753
.842
10.197
2.458
281.10
19.329
.818
10.608
2.566
289.42
23.882
.793
11.052
2.691
298.63
29.868
.768
11.532
2.835
308.81
38.143
.743
12.053
3.001
320.06
50.633
.719
12.618
3.193
332.51
65.000
.703
12.999
3.329
341.00
-------- -------------------------------------------------------------------
..YDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
OWNSTREAM CONTROL ASSUMED PRESSURE
HEAD(FT)
= 2.23
---------------------------------------------------------------------------
PRESSURE FLOW PROFILE COMPUTED
INFORMATION:
---------------------------------------------------------------------------
1ISTANCE FROM
PRESSURE
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
HEAD(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
2.232
4.081
2.490
342.84
4.467
2.000
4.081
2.259
297.42
------------------ - - - - --
ASSUMED DOWNSTREAM PRESSURE HEAD(FT)
---------------------------------------------------------------------------
= 2.00
---------------------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
-----------------------------------------------------------------------------
1ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
4.467
2.000
4.079
2.259
297.42
4.987
1.972
4.091
2.232
292.13
5.480
1.943
4.113
2.206
287.11
5.957
1.915
4.141
2.181
282.28
6.419
1.886
4.174
2.157
277.63
6.868
1.858
4.212
2.133
273.15
7.305
1.829
4.255
2.110
268.83
7.730
1.801
4.302
2.088
264.68
8.143
1.772
4.354
2.067
260.69
8.544
1.744
4.410
2.046
256.88
8.932
1.715
4.470
2.025
253.23
9.307
1.687
4.534
2.006
249.77
9.667
1.658
4.602
1.987
246.49
10.013
1.630
4.676
1.969
243.39
10.343
1.601
4.753
1.952
240.50
10.656
1.573
4.836
1.936
237.80
10.950
1.544
4.924
1.921
235.31
11.225
1.516
5.017
1.907
233.05
11.477
1.487
5.116
1.894
231.00
11.706
1.459
5.221
1.882
229.19
11.909
1.430
5.331
1.872
227.63
12.083
1.402
5.449
1.863
226.32
12.226
1.373
5.573
1.856
225.28
12.333
1.345
5.705
1.850
224.52
12.401
1.316
5.845
1.847
224.05
12.424
1.288
5.994
1.846
223.89
65.000
1.288
5.994
1.846
223.89
---------------- - - - - -- -END
OF HYDRAULIC JUMP ANALYSIS ------------------------
2ESSURE +MOMENTUM BALANCE OCCURS AT
.19 FEET UPSTREAM OF
NODE 2069.50
DOWNSTREAM DEPTH
= 2.222
FEET, UPSTREAM CONJUGATE DEPTH
= .703 FEET
-----------------------------------------------------------------------------
- -ODE 2069.40 : HGL =
< 253.368
>;EGL = <
253.926 >; FLOWLINE =
< 252.080>
FLOW PROCESS FROM NODE
2069.40
TO NODE
2069.40 IS CODE = 8
PSTREAM NODE 2069.40
ELEVATION =
252.41 (FLOW IS AT
CRITICAL DEPTH)
- ---------------------------------------------------------------------------
CALCULATE CATCH BASIN
ENTRANCE
LOSSES (LACFCD) :
IPE FLOW = 12.82
CFS
PIPE
DIAMETER = 24.00 INCHES
LOW VELOCITY = 6.00
FEET /SEC. VELOCITY HEAD = .558 FEET
CATCH BASIN ENERGY LOSS
= .2* (VELOCITY HEAD) _ .2 *( .558) _
.112
- ---------------------------------------------------------------------------
DDE 2069.40 : HGL =
< 254.038
>;EGL = <
254.038 >; FLOWLINE =
< 252.410>
****#****#***************#******************** * * * * * * * * * * # * * * * * * * * # *k # * * # # * * **
2STREAM PIPE FLOW CONTROL DATA:
DDE NUMBER = 2069.40 FLOWLINE ELEVATION = 252.41
ASSUMED UPSTREAM CONTROL HGL = 253.70 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
---------------------------------------------------------------------------
t�ND OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* + + ++ + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + * * + + # + + + + + + + + + ++
THORNTON PROPERTY JOB: 961 -04 NOVEMBER 1995
* OFFSITE HYDRAULIC ANALYSIS OF LATERAL TO INLET ON PERIWINKLE
CONTROL FROM 961 \IMPROSE3.PIP FLOWS FROM 961 \IMPROSE3.DAT
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
�'ILE NAME: 961 \10YEAR \IMP2073.LAT
TIME /DATE OF STUDY: 12: 1 12/26/1995
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: " *" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE, MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
072.50- 2.18* 170.44 .51 49.52
} FRICTION
207.00- 1.67* 114.03 .70 Dc 42.77
) CATCH BASIN
207.00- 1.41* 74.53 .70 Dc 15.11
[AXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
-----------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
'ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
[ODE NUMBER = 2072.50 FLOWLINE ELEVATION = 247.00
'IPE FLOW = 3.41 CFS PIPE DIAMETER = 18.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 249.180
---------------------------------------------------------------------------
[ODE 2072.50 : HGL = < 249.180 >;EGL = < 249.238 >; FLOWLINE = < 247.000>
'LOW PROCESS FROM NODE 2072.50 TO NODE 207.00 IS CODE = 1
1PSTREAM NODE 207.00 ELEVATION = 247.54 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
!ALCULATE FRICTION LOSSES(LACFCD):
'IPE FLOW = 3.41 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 27.00 FEET MANNING'S N = .01300
"F= (Q /K) * *2 = (( 3.41)/( 105.036)) * *2 = .00105
[F =L *SF = ( 27.00) *( .00105) _ .028
-----------------------------------------------------------------------------
ODE 207.00 : HGL = < 249.208 >;EGL = < 249.266>;FLOWLINE= < 247.540>
-LOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 8
PSTREAM NODE 207.00 ELEVATION = 247.87 (FLOW SEALS IN REACH)
---------------------------------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
IPE FLOW = 3.41 CFS PIPE DIAMETER = 18.00 INCHES
LOW VELOCITY = 1.93 FEET /SEC. VELOCITY HEAD = .058 FEET
CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2 *( .058) = .012
---------------------------------------------------------------------------
ODE 207.00 : HGL = < 249.278 >;EGL = < 249.278 >; FLOWLINE = < 247.870>
PSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 207.00 FLOWLINE ELEVATION = 247.87
ASSUMED UPSTREAM CONTROL HGL = 248.57 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
---------------------------------------------------------------------------
END OF GRADUALLY VARIED FLOW ANALYSIS
PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982 -94 Advanced Engineering Software (aes)
Ver. 5.6A Release Date: 6/01/94 License ID 1419
Analysis prepared by:
DUDEK & ASSOCIATES, INC.
605 Third Street
* + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
rHORNTON PROPERTY JOB 961 -04 NOVEMBER 1995
* HYDRAULIC ANALYSIS OF PROPOSED OFFSITE STORM DRAIN IMPROVEMENTS
FROM FRAXINELLA EAST INLET TO CLEANOUT ON PERIWINKLE & ROSEBAY
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
,ILE NAME: 961 \10YEAR \IMP3.LAT
TIME /DATE OF STUDY: 12: 5 12/26/1995
---------------------------------------------------------------------------
OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
,ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
*+*+****+*++*****+*+**+***###+**+*+***+++*++#* + * * + # * * # # + * * * * * * * * * * * * * * + + + * * **
JWNSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 2072.60 FLOWLINE ELEVATION = 246.55
PIPE FLOW = 19.87 CFS PIPE DIAMETER = 24.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 248.500
---------------------------------------------------------------------------
NODE 2072.60 : HGL = < 247.533>;EGL= < 250.127 >; FLOWLINE = < 246.550>
+*+***#*+++*****+*****++******+***+++***#++* * * + + * * * + + # * + * * * * * * * * * * * * * * * + * **
GRADUALLY VARIED FLOW
ANALYSIS FOR
PIPE SYSTEM
NODAL POINT
STATUS TABLE
(Note: " *" indicates
nodal point
data used.)
UPSTREAM RUN
DOWNSTREAM
RUN
NODE
MODEL PRESSURE PRESSURE+
FLOW
PRESSURE+
NUMBER
PROCESS HEAD(FT) MOMENTUM (POUNDS)
DEPTH(FT) MOMENTUM(POUNDS)
- 072.60-
1.95
431.43
.98*
537.59
)
FRICTION
208.00-
1.60 Dc
406.15
.91*
584.93
)
JUNCTION
208.00-
1.47 Dc
514.43
1.10*
594.44
)
FRICTION
208.10-
1.47 *Dc
514.43
1.47 *Dc
514.43
)
JUNCTION
208.10-
3.86*
450.88
.71
246.13
)
FRICTION
000.00-
2.07*
253.87
1.22 Dc
177.84
)
CATCH BASIN
000.00-
2.66*
210.53
1.22 Dc
53.01
---------------------------------------------------------------------------
MAXIMUM
NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
---------------------------------------------------------------------------
OTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST
,ONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
*+*+****+*++*****+*+**+***###+**+*+***+++*++#* + * * + # * * # # + * * * * * * * * * * * * * * + + + * * **
JWNSTREAM PIPE FLOW CONTROL DATA:
ODE NUMBER = 2072.60 FLOWLINE ELEVATION = 246.55
PIPE FLOW = 19.87 CFS PIPE DIAMETER = 24.00 INCHES
SSUMED DOWNSTREAM CONTROL HGL = 248.500
---------------------------------------------------------------------------
NODE 2072.60 : HGL = < 247.533>;EGL= < 250.127 >; FLOWLINE = < 246.550>
+*+***#*+++*****+*****++******+***+++***#++* * * + + * * * + + # * + * * * * * * * * * * * * * * * + * **
rLOW PROCESS FROM NODE 2072.60 TO NODE
208.00 IS CODE = 1
TPSTREAM NODE
208.00 ELEVATION =
247.15 (FLOW
IS SUPERCRITICAL)
---------------------------------------------------------------------------
- ALCULATE FRICTION
LOSSES(LACFCD):
PIPE FLOW =
19.87 CFS PIPE
DIAMETER =
24.00 INCHES
IPE LENGTH =
30.00 FEET MANNING'S N =
.01300
---------------------------------------------------------------------------
NORMAL DEPTH(FT)
= 1.14 CRITICAL
DEPTH(FT) = 1.60
----------------------------------------------------
PSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) _
-----
.91
-- ----------------
-------------------------------------------------------------------------
("RADUALLY VARIED
FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------------------------
- ISTANCE FROM
FLOW DEPTH VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT) (FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
.908 14.327
4.097
584.93
3.330
.917 14.137
4.022
578.44
6.744
.926 13.953
3.951
572.14
10.249
.936 13.772
3.883
566.04
13.855
.945 13.597
3.818
560.12
17.572
.954 13.426
3.755
554.38
21.413
.964 13.258
3.695
548.81
25.389
.973 13.095
3.638
543.41
29.519
.982 12.936
3.583
538.17
30.000
.983 12.919
3.577
537.59
---------------------------------------------------------------------------
ODE 208.00 :
HGL = < 248.058>;EGL= <
251.247 >; FLOWLINE = < 247.150>
LOW PROCESS FROM NODE 208.00 TO NODE
208.00 IS CODE = 5
- PSTREAM NODE
208.00 ELEVATION =
247.65 (FLOW
IS SUPERCRITICAL)
-----------------------------------------------------------------------------
ALCULATE JUNCTION LOSSES:
PIPE
FLOW DIAMETER ANGLE
FLOWLINE
CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES)
ELEVATION
DEPTH(FT.) (FT /SEC)
UPSTREAM
19.87 18.00 20.00
247.65
1.47 14.340
DOWNSTREAM
19.87 24.00 -
247.15
1.60 14.331
LATERAL #1
.00 .00 .00
.00
.00 .000
LATERAL #2
.00 .00 .00
.00
.00 .000
Q5
.00 = = =Q5 EQUALS BASIN
INPUT = ==
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Q1*Vl*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4* COS( DELTA4 )) /((A1 +A2) *16.1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE _ .04564
" OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE _ .04315
VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .04439
..UNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .178 FEET ENTRANCE LOSSES = .000 FEET
UNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( .694) +( .000) _ .694
-----------------------------------------------------------------------------
[ODE 208.00 : HGL = < 248.748 >;EGL = < 251.941 >; FLOWLINE = < 247.650>
"LOW PROCESS FROM NODE 208.00 TO NODE 208.10 IS CODE = 1
PSTREAM NODE 208.10 ELEVATION = 256.57 (FLOW IS SUPERCRITICAL)
-----------------------------------------------------------------------------
rALCULATE FRICTION LOSSES(LACFCD):
'IPE FLOW = 19.87 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH =
189.00 FEET
MANNING'S N = .01300
---------------------------------------------------------------------------
ORMAL DEPTH(FT)
= 1.08
CRITICAL DEPTH(FT)
= 1.47
- ---------------------------------------------------------------------------
-----------------------------------------------------------------------------
TTPSTREAM CONTROL
ASSUMED FLOWDEPTH(FT) =
1.47
(DEGREES)
---------------------------------------------------------------------------
---------------------------------------------------------------------------
RADUALLY VARIED
FLOW PROFILE
COMPUTED INFORMATION:
UPSTREAM
-----------------------------------------------------------------------------
ISTANCE FROM
FLOW DEPTH
VELOCITY
SPECIFIC
PRESSURE+
CONTROL(FT)
(FT)
(FT /SEC)
ENERGY(FT)
MOMENTUM(POUNDS)
.000
1.467
11.304
3.452
514.43
.109
1.451
11.352
3.454
514.62
.413
1.436
11.410
3.459
515.15
.887
1.421
11.474
3.466
515.98
1.523
1.405
11.546
3.477
517.09
2.317
1.390
11.625
3.489
518.47
3.273
1.374
11.710
3.505
520.11
4.396
1.359
11.801
3.523
522.00
5.698
1.344
11.898
3.543
524.14
7.192
1.328
12.001
3.566
526.53
8.897
1.313
12.111
3.592
529.16
10.839
1.298
12.226
3.620
532.04
13.047
1.282
12.347
3.651
535.17
15.560
1.267
12.475
3.685
538.55
18.429
1.252
12.609
3.722
542.19
21.719
1.236
12.749
3.762
546.09
25.517
1.221
12.896
3.805
550.26
29.940
1.206
13.050
3.851
554.71
35.155
1.190
13.210
3.902
559.43
41.406
1.175
13.377
3.955
564.45
49.072
1.159
13.552
4.013
569.76
58.788
x.144
13.734
4.075
575.39
71.747
1.129
13.924
4.141
581.33
90.631
1.113
14.122
4.212
587.61
124.042
1.098
14.329
4.288
594.23
189.000
1.098
14.336
4.291
594.44
---------------------------------------------------------------------------
NODE 208.10 :
HGL = < 258.037 >;EGL = <
260.022 >; FLOWLINE = < 256.570>
LOW PROCESS FROM NODE 208.10 TO NODE
208.10 IS CODE
= 5
UPSTREAM NODE
-------------------------------------------------
208.10 ELEVATION =
256.90 (FLOW IS
--------------------
AT CRITICAL DEPTH)
- - - - --
Y i[yili/CVY IQ0tiNxn0173-9*f
PIPE
FLOW
DIAMETER
ANGLE
FLOWLINE
CRITICAL
VELOCITY
(CFS)
(INCHES)
(DEGREES)
ELEVATION
DEPTH(FT.)
(FT /SEC)
UPSTREAM
9.94
18.00
.00
256.90
1.22
5.625
DOWNSTREAM
19.87
18.00
-
256.57
1.47
11.307
LATERAL #1
9.93
18.00
70.00
260.25
1.21
6.476
LATERAL #2
.00
.00
.00
.00
.00
.000
Q5
.00 =
= =Q5 EQUALS BASIN INPUT = ==
ACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Y=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)-
Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) +FRICTION LOSSES
PSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .00895
OWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .03190
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02043
'UNCTION LENGTH = 4.00 FEET
RICTION LOSSES = .082 FEET ENTRANCE LOSSES = .000 FEET
JUNCTION LOSSES = (DY +HV1 -HV2) +(ENTRANCE LOSSES)
UNCTION LOSSES = ( 1.226) +( .000) = 1.226
---------------------------------------------------------------------------
NODE 208.10 : HGL = < 260.756>;EGL= < 261.248 >; FLOWLINE = < 256.900>
-LOW PROCESS FROM NODE 208.10 TO NODE 1000.00 IS CODE = 1
UPSTREAM NODE 1000.00 ELEVATION = 259.00 (FLOW IS UNDER PRESSURE)
---------------------------------------------------------------------------
ALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 9.94 CFS PIPE DIAMETER = 18.00 INCHES
IPE LENGTH = 35.00 FEET MANNING'S N = .01300
F= (Q /K) * *2 = (( 9.94)/( 105.041)) * *2 = .00895
riF =L *SF = ( 35.00) *( .00895) = .313
-----------------------------------------------------------------------------
ODE 1000.00 : HGL = < 261.070>;EGL= < 261.561 >; FLOWLINE = < 259.000>
LOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 8
PSTREAM NODE 1000.00 ELEVATION = 259.00 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------------------------------
- ALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD) :
IPE FLOW = 9.94 CFS PIPE DIAMETER = 18.00 INCHES
rLOW VELOCITY = 5.63 FEET /SEC. VELOCITY HEAD = .491 FEET
CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( .491) = .098
---------------------------------------------------------------------------
'ODE 1000.00 : HGL = < 261.659 >;EGL = < 261.659 >; FLOWLINE = < 259.000>
'PSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 1000.00 FLOWLINE ELEVATION = 259.00
".SSUMED UPSTREAM CONTROL $GL = 260.22 FOR DOWNSTREAM RUN ANALYSIS
---------------------------------------------------------------------------
END OF GRADUALLY VARIED FLOW ANALYSIS
Aw
_
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