2003-7828 FM/G/I NGINEERING SER VICES DEPARTMENT
City O�
Eminit-as Capital Improvement Projects
District Support Services
Field Operations
Sand Rep lenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
February 20, 2008
Attn: Lincoln General Insurance Company
701 B Street
Suite 2100
San Diego, California 92101
RE: Best in the West, LLC
Lake Drive/ Crestview Drive
APN 260-430-22
Improvement Permit 7828-I
Final release of security
Permit 7828-I authorized public road and drainage improvements, all needed to build the
described project. The Field Operations Division has approved the one year warranty
inspection. Therefore, release of the remaining security deposit is warranted.
Performance Bond 6611177, (in the original amount of$192,135.57), reduced by
75% to $48,033.89, is hereby released in entirety. The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
Sincerely,
Debra Geishart J y L bach
Engineering Technician inance Manager
Subdivision Engineering Financial Services
CC Jay Lembach,Finance Manager
Best in the West,LLC
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper
City of NGINEERING SER VICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
February 6, 2007
Attn: Lincoln General Insurance Company
701 B Street
Suite 2100
San Diego, California 92101
RE: Best in the West, LLC
Lake Drive/ Crestview Drive
APN 260-430-22
Grading Permit 7828-G
Final release of security
Permit 7828-G authorized earthwork, storm drainage, single driveway, and erosion
control, all needed to build the described project. The Field Operations Division has
approved the grading and finaled the project. Therefore, a release in the remaining
security deposit is merited.
Performance Bond 6611177, (in the original amount of$145,249.60), reduced by
75% to $36,312.40, is hereby released in entirety. The document original is enclosed.
Should you have any questions or concerns,please contact Debra Geishart at (760) 633-
2779 or in writing, attention this Department.
1
Sincer ly,
!f
Debra Geishart y L bach
Engineering Technician Finance Manager
Subdivision Engineering Financial Services
CC Jay Lembach,Finance Manager
Best in the West,LLC
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
City Of
NGINEERING SERVICES DEPARTMENT
Encinitas Capital Improvement Projects
District Support Services
Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
February 6, 2007
Attn: Lincoln General Insurance Company
701 B Street
Suite 2100
San Diego, California 92101
RE: Best in the West, LLC
Lake Drive/Crestview Drive
APN 260-430-22
Improvement Permit 7828-1
Partial release of security
Permit 7828-1 authorized public road and drainage improvements, all needed to build the
described project. The Field Operations Division has approved the improvements.
Therefore, a reduction in the security deposit is merited.
Performance Bond 6611178, in the amount of$192,135.57, may be reduced by 75%
to $48,033.89. The document original will be kept until such time it is fully exonerated.
The retention and a separate assignment guarantee completion of work and the one-year
warranty period has been met and inspected.
Should you have any questions or concerns,please contact Debra Geishart at(760) 633-
2779 or in writing, attention this Department.
Sincerely,
Debra Geisha ay mbach
Engineering Technician Finance Manager
Subdivision Engineering Financial Services
CC Jay Lembach,Finance Manager
Best in the West,LLC
Debra Geishart
File
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 74� recycled paper
Recording Requested by:
0i hri'- JMIENT
Cardiff Sanitation District
D ON v 15 20_14
When Recorded, Mail to : V. I H N T'I- L)L7 -j
City Clerk 6 ,!.,N''Y H OFFICE
City of Encinitas PM
505 South Vulcan Avenue
Encinitas, CA 92024
For the benefit of the District
SEWER EASEMENT
Assessor' s Parcel Project No. 01 -090
No. 290-410-22 W.O. No. 7828-G, I
REST TN THE W DEVELOPMENT, T,TJC
hereinafter designated Grantor (s) . owner (s) of the hereinafter
described lands, for a valuable consideration, do (es) hereby
GRANT and CONVEY to the City of Encinitas herein designated
Grantee, a perpetual easement and right-of-way upon, through,
under, over and across the hereinafter described real property
for the installation, construction, operation, maintenance,
repair, replacement , and reconstruction of SEWER pipe lines
and/or mains, manholes, sewer lateral pipe lines, and all
structures incidental thereto, together with the perpetual right
to remove buildings, structures, trees, bushes, undergrowth,
flowers, and any other obstructions interfering with the use of
said easement and right-of-way by Grantee, its successors or
assigns and in addition thereto, to remove soil and other
materials within said right-of-way and to use the same in such
manner and at such locations as said Grantee may deem proper,
needful or necessary in the construction, reconstruction and
maintenance of said sewer lines or structures incidental thereto.
to have and to hold said easement and right-of-way unto itself
and unto its successors and assigns forever, together with the
right to convey said easement, or any portion of said easement,
to other public agencies .
The real property referred to herein and made subject to said
easement and right-of-way by this grant is situated in the County
of San Diego, State of California, and is particularly described
as follows :
See Exhibit "All and Exhibit "B" attached hereto and made a part
hereof by this reference .
The Grantors may, at their own risk, use the surface of the above
described real property in a manner that will not interfere with
or be detrimental to the use of said easement and right-of-way by
Grantee, its successors and assigns, provided no trees shall be
planted or grown thereon.
The Grantors hereby covenant and agree for themselves, their
heirs, successors and assigns, that there shall not be
constructed or maintained upon the above described real property
or within said easement and right-of-way any building or
structure of any nature or kind that will interfere with the use
of said easement and right-of-way by Grantee, its successors or
assigns, or that will interfere with the ingress or egress along
said easement by said Grantee, its successors or assigns .
The Grantee hereby covenants and agrees for itself, its
successors and assigns, not to prevent the Grantors, their
successors or assigns, from crossing over said real property and
agrees that the Grantors, their heirs, successors and assigns,
may enjoy the continued use of the surface of said real property
herein described, subject to the conditions above stated; and the
Grantee hereby covenants and agrees that after the installation
of any pipe line by it in any excavation made by it in the above
described easement and right-of-way it will backfill any such
excavation made by it so as to fill said excavation as nearly as
practicable to the level of the surrounding ground, and will
replace any oiled, asphalt or concrete surface with like material
and will replace any fence removed by it .
Executed this day of 2004 .
OWNER:
By:
Br es, Managing Partner
By.
[Signature of OWNER must be notarized. Attach the appropriate
acknowledgement . ]
State of California �.
jaunty of
On before me, /�Q�
Date - Name and Title of Officer(e.g.,•'J ne Doe,Notary P ic")
personally appeared
Name(s)of Signer(s) -
personally known to me
proved to me on the basis of se tisfactory
evidence
to be the person(s) whose name(s) is/ate
EANN subscribed to the within instrument anc
JOANNE 146783 acknowledged to me that he/she4lio executec',
COMM. #1467833 n g Y
NOTARY PUBLIC-CALIFORNIA n the same in his/hef44e4 authorized
N �► SAN DIEGO COUNTY
v i : My Commission Expires capacity(ies), and that by his/h*FAheir
FEBRUARY 3,2008 signature(s) on the instrument the person(s), or
the entity upon behalf of which the person(s)
acted, executed the instrument.
WITNE my hand and off' is eal.
Place Notary Seal Above Signature of N tary Public
OPriO AL
Though the information below is not required by law, it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document.
l ,escript:ion of A tached Docurr ent
Ti e or Type of Document:
Document Date: — _ _Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer
Signer's Name:
❑ Individual
❑ Corporate Officer--Title(s): Top of thumb here
O Partner—11 Limited ❑ General
❑ Attorney in Fact
❑ Trustee
❑ Guardian or Conservator
L1 Other:
Signer Is Representing:
G 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402 Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827
GOVERNMENT CODE SECTION 27281
This is to certify that the interest in real property conveyed by
deed or grant to the Cardiff Sanitation District , is hereby
accepted by the undersigned agent on behalf of the Cardiff
Sanitation District pursuant to authority by Resolution of the
Board adopted on March 20, 1979 and the grantee consents to
recordation thereof by its duly authorized officer.
Dated:
f
By:
Peter Cota-Robles, P.E.
City Engineer
City of Encinitas
SUBORDINATION AGREEMENT
Whereas, those parties concerned, desire to have the Deed of
Trust recorded UGAc6e.r 3 I2003 as f ile/page No. 2,003 ° 122y(041
subordinated to Easement For Access and Maintenance of Public
Sewers ("DOCUMENT" hereinafter) Required As Condition of Approval
of ; City of Encinitas;
Now, therefore, for valuable consideration, the receipt of which
is hereby acknowledged, the undersigned BENEFICIARY OR TRUSTEE
hereby waives the priority of said Deed of Trust in favor of said
DOCUMENT to the same extent as if said DOCUMENT had been executed
prior to said Deed of Trust .
DATED BENEFICIARY OR TRUSTEE
i
By:
Title : M,--y%6a,,. . (.vRL lrtuos a+��j LLC.
DATED BENEFICIARY OR TRUSTEE
By.
Title :
Signature of BENEFICIARY or TRUSTEE
to be notarized. Attach the
appropriate acknowledgement .
AalzvlowLO9evu.evut
state of Cali,foro,ia
Save,Diego Couvi.tlu,
A1 before vi ejacctu.ellviejo� camtr, Notary Public, persoopLLU appeared:
UT,L(,(
PersovZaLl 1ZVLOwO,to or proved to me ova,the basis of satis factor evidevjce) to be
persovL (s) whose v awie (s) is/are subscribed to the withivt iv�,Struvv-ev�,t av0
ackvuowLedged to vv�e that he/she/they executed the savU.e ivy his/her/their authorized
capacity (ies), avid that btu his/her/their sigv<ature(s) ova the iv Struvmot the persow (s)
or the eotitu upov�, behaLf of which the persov�,(s) acted, executed the iv�,Struvuev,,t.
WITNESS vu,� hav�,d awd officiaLseaL.
JACQUELINE JOY GARNER
Commission# 1508361
Notary Public-Calitomia
San Diego County
My Comm.Expires Sep 4,2
I certify that on behalf of the Cardiff Sanitation District
pursuant to authority conferred by Resolution of the Board
adopted March 20, 1979, that the Cardiff Sanitation District
consents to the making of the foregoing Subordination Agreement
and consents to recordation thereo by it duly a tho ized
officer.
Dated: By:
Peter Cota-Robles
City Engineer/District Engineer
City of Encinitas
EXHIBIT "A"
LEGAL DESCRIPTION OF EASEMENT AREA
That portion of land in the City of Encinitas, County of San Diego, State of California as shown
on Lot 2 of City of Encinitas Tract No. 01-090, according to map thereof No. 14745, filed in the
office of the County Recorder on February 25, 2004 described as follows:
Beginning at the northeast corner of Lot 2 as said map No. 14745; thence S.01°13'02"W., a
distance of 266.11 feet; thence N.88°46'58"W., a distance of 15.00 feet, thence N.01°13'02"E.,
a distance of 265.91 feet; thence S.89°32'27"E., a distance of 15.00 feet to the POINT OF
BEGINNING.
The above described easement of land contains 0.0916 acres, more or less.
All as shown on exhibit"B" attached hereto and by this reference made a part thereof.
Prepared by:
REC Consulting Inc.
T L.S.7443
- Exp. 06/30/09
I sT9TFOF CAL\FO`��\�
Miguel A. Martinez L.S.7443 V
Lic. Exp. 6/30/06
�Q
BASIS OF BEMUM
INDICATES
EASEMENT DEDICATION NORTH LINE OF LOT 2 AS SHOWN
ON MAP NO. 14745
CONTAINS 0.092 ACRES
P.O.B. POINT OF BEGINNING MAP NO. 14745
PJVJ 19, 126
15.00'
N89'3227"W _ _ 646.20
P.O.B.
N.E. CORNER
LOT 2
rn
LO
LOT 2 N
co
`v LOT 3
LOT Y 15'
AIJA P AJ, J 417415
3
N
O ON
^
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CRESTVIEW DRIVE 15.00'
N88'46'58"W
LOT 4
NPR'LAND S
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p,. M'1,S,
.7443 a
Xp, 30( PL. o0 50'(4) o
DR.
sT�TF CAS\E D D R g
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SCALE: 1 "= 80' A`
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0 40 80 160 240 �`r- n
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Civil Engineering•Environmental o�.
7445 Mission Valley Road, Suite 109 Seq o,
San Diego, CA 92108 Pv
(619)688-0305 (619)294-9394 Fax
Consultants, Inc. VICINITY MAP
NOT TO SCALE
Recording Requested by
San Diego Gas&Electric Company
When recorded, mail to: THE ORIGINAL OF THIS DOCUMENT
WAS RECORDED ON JUI-20.2004
DOCUMENT NUMBER 2004-0676329
GREGORY J SMITH.COUNTY RECORDER
San Diego Gas&Electric Company SAN DIEGO COUNTY RECORDER'S OFFICE
+ TIME'. 4.03 PM
8335 Century Park Court,Suite 100
San Diego,CA 92123-1569
Attn: Real Estate Records- CP11D
Project No.: 345681-01-0 &020 SPACE ABOVE FOR RECORDER'S USE
Const. No.: 2796270 & 1704990 Transfer Tax None
` A.P.N.: Pending New Subd.Map SAN DIEGO GAS &ELECTRIC COMPANY
Sketch: None
EASEMENT
BEST IN THE WEST DEVELOPMENT, LLC, hereinafter called "Grantor", grants to
SAN DIEGO GAS & ELECTRIC COMPANY, a corporation, hereinafter called "Grantee", an
easement and right of way to erect, construct, change the size of, improve, reconstruct, relocate,
repair, maintain and use facilities consisting of: (1) Underground electric facilities, and
appurtenances for the transmission and distribution of electricity, (2) Underground
communication facilities, and appurtenances, (3) Pipelines and appurtenances for any and all
purposes, together with the right of ingress thereto and egress therefrom over said easement and
over other practical routes across Grantor's land situated in the City of Encinitas, County of San
Diego, State of California described as follows:
Lots 1 through 6, inclusive of City of Encinitas Tract No. 01-090, according to Map
thereof No. 14745, filed in the Office of the County Recorder of said County of San Diego.
The said easement in the aforesaid lands shall be more particularly described as follows in
Parcels"A", `B" and"C":
PARCEL"A":
That portion of said Lots 1 through 6, inclusive described shown and delineated as
-CRESTVIEW DR. (PRIVATE)", and being a "40' PRIVATE ROAD EASEMENT
RESERVED HEREON' and "45.5; PUBLIC UTILITY, ACCESS EASEMENT...", on said
Map No. 14745.
PARCEL"B":
Those certain strips of land 7.00 feet in width within said Lots 1, 2, and 3, said strips lying
adjacent to and coincident with the exterior boundary of said private street shown and delineated as
"CRESTVIEW DR.", on said Map No. 14745.
s:lard:data:lrafontts:distrib:D-3short.dor
1
9/97 REV.02201
i
PARCEL"C": "EASEMENT TO THE COUNTY OF
That portion of said Lot 6 shown and delineated as
SAN DIEGO FOR EXCAVATION, EMBANKMENT SLOPES..." on said Map No. 14745. I
In order to provide adequate working area for Grantee, Grantor shall not erect, place or
construct, nor permit to be erected, placed or constructed any building or other structure, park
any vehicle, deposit any materials, plant any trees and/or shrubs within eight feet of the front of
the door or hinged opening of any above ground facilities installed within this easement.
Grantor grants to Grantee the right to erect and maintain on Grantor's property immediately
adjacent to this easement retaining walls and/or protective barricades as may be necessary for Grantee's
purposes.
Grantor will exercise only such reserved rights in said land as will not interfere with or
prohibit the free and complete use and enjoyment by Grantee, its successor or assigns, of the
rights hereby granted. Grantee shall have the right to assign any or all rights granted in this
easement in whole or in part to other companies ve orPrrim interfering plants and trees, and to keep
Grantee shall have the right to top,
said easement free from and to prevent any person, including Grantor and successors and assigns,
from erecting, placing, or storing on said easement any flammable or other hazards and any
structures, objects,or earth fills/cuts or other obstructions.
The legal description was prepared by me or under my direction in conformance with the Land
Surveyors Act on S'17
O Peter C. Golding LS 4768
LS 4768 o
Exp.
QFOR��Q► ,
�/ o �
Dated.-
IN THE WEST DEVELOPMENT, LLC
i
BY: MC CULLOUGH-AMES DEVELOPMENT, INC., AS MANAGER
I
BY:
B TT AMES, PRESIDENT
wand:dataarafonns:divrib.-D-3shorr.dor
9197 REV.02101
i
„Prepared by PDC/CLB
Checked by:
Date 04.25.04
STATE OF
COUNTY OF )SS.
On �,before me � '�'
&hk , AXOI . rooL
(name,title of officer), appeared
personally known to me
proved to me on the basis of satisfactory evidence
to be the person(s) whose name(s) is/af&subscribed to the within instrument and acknowledged to me
that he/sh@Ahey executed the same in his/hedWWir authorized capacity(ies), and that by hisilwdtheir
signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, I
executed the instrument.
WITNESS my hand and official seal.
+'JEANNE PLANTE
Signature
COMM. #1467833 o
N ` NOTARY PUBLIC-CALIFORNIA N
SAN DIEGO COUNTY I
V i My Commission Expires
FEBRUARY 3.2 08
i
i
I
I
f
I
i
i
s:lattd:dataarafornis:dumb:D-3siton.dor
3
9/97 REV.02101
THE ORIGINAL OF THIS DOCUMENT
WAS RECORDED ON OCT 21, 200:,
DOCUMENT NUMBER 20037-128870+",
Recording requested by: ) GREGORY J. SMITH, COUNTY RECORDER
SAN DIEGO COUNTY R'ECORDER'S OFFICE
When Recorded Mail To: ) TIME: 4:10 F%
District Clerk )
San Dieguito Water District )
505 S. Vulcan Avenue )
Encinitas, CA 92024 )
SPACE ABOVE FOR RECORDER' S USE
LIEN COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
Assessor' s Parcel
No. 260-4' Agreement No. : A-0066
A. OLEANDER PARTNERS, T-T-C ("SUBDIVIDER" hereinafter)
is the owner of real property which is commonly known as TAKE DRIVE
("PROPERTY" hereinafter) and which is described as follows:
See Attachment A which is attached hereto and
made a part hereof .
B. The tentative subdivision of the PROPERTY was approved with
the final approval subject to certain conditions requiring the
construction of improvements by SUBDIVIDER. SUBDIVIDER has applied
for final approval of the subdivision but has not constructed the
required improvements. In consideration of the final approval of the
subdivision of the PROPERTY by the San Dieguito Water District
("DISTRICT" hereinafter) , SUBDIVIDER hereby covenants and agrees for
the benefit of DISTRICT, to do the following:
See Attachment B which is attached hereto and
made a part hereof .
C. This Covenant shall run with the land and be binding upon and
inure to the benefit of the future owners, encumbrances, successors,
heirs, personal representatives, transferees and assigns of the
respective parties .
D. SUBDIVIDER agrees that SUBDIVIDE
R' s duties and obligations
under this Covenant are a lien upon the PROPERTY. Upon notice and
opportunity to respond, DISTRICT may add to the property tax bill of
the PROPERTY any past due financial obligation owing to DISTRICT by
way of this Covenant .
E. If either party is required to incur costs to enforce the
provisions of this Covenant, the prevailing party shall be entitled to
full reimbursement of all costs, including reasonable attorneys ' fees,
from the other party.
g: sdwd\eng\forms\liencov.doc
F. Failure of SUBDIVIDER to comply with the terms of this
Covenant shall constitute consent to the filing by DISTRICT of a
Notice of Violation of Covenant .
G. Upon SUBDIVIDER' s satisfactory completion of SUBDIVIDER' s
duties and obligations contained herein, SUBDIVIDER may request and
DISTRICT shall execute a Satisfaction of Covenant .
H. By action of the Board of Directors, DISTRICT may assign to
a person or persons impacted by the performance of this Covenant, the
right to enforce this Covenant against SUBDIVIDER.
ACCEPTED AND AGREED.
SUBDIVIDER
(n�ifi��
Dated I ,10'd.3
(Notarization of SUBDIVIDER signature is attached. )
SAN DIEGUITO WATER DISTRICT
Dated OL+ . 1(o 7-oo_3 by j 6e_,
erry L. Miller
k District Manager
(Notarization not required)
g: sdwd\eng\forms\liencov.doc
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
is
State of California `
ss. ,
County of 21)Qh i
On \1�% ��� , before me, . yy)nij�lje ') 4Q0_C)'hl��l�bl�
Date I Name and Title of Ofter(e.g..'Jane Doe.Notary Pubile')
personally appeared �,\CAA ry-��` _j1. ,
Nam s)of Signer(a)
❑ personally known to me )
proved to me on the basis of satisfactory
e Idence
' to be the person(s) whose name(s) is/are
C.M.MORGANS��` subscribed to the within instrument and
�1 COMM. #1257828 rn acknowledged to met at helshelthey executed
NOTARY PUBLIC CALIFORNIA the same in isyher/their thorized
SAN DIEGO COUNTY
N
My Comm.Expires Mar.23,2004 capacity(ies), an what by is er/their
signature(s) on the instrument the rson(s), or
the entity upon behalf of which the person(s)
acted, executed the instrument.
WITNESS my hand and official seal.
I�
,VY-1 — L"-L.F1a
'• Place Notary Seal Above Signature of tttary Public
�• I
OPTIONAL ,
Though the information below is not required by law,it may prove valuable to persons relying on the document t
t and could prevent fraudulent removal and reattachment of this form to another document. ,
Description of Attached Document j5
Title or Type of Document:
.I
Document Date: Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer
Signer's Name:
❑ Individual
Top of thumb here
❑ Corporate Officer—Title(s):
Partner—❑ Limited ❑ General
❑ Attorney in Fact
❑ Trustee i
E. Guardian or Conservator
r Other:
Signer Is Representing:
h
r
(.�:�_._ _.-_...�:-_-�.-�:��._•.:_.�=..w=..�.�n..�._ �.�._.�.=��.'=:.z..-C:.—n.-_�v_ti�:—�w=..-..-�.-�..�:.x:�'ri-�C:�..=i:E.✓.ice:
D 1997 National Notary Association•93sa 00 Soto Ave..P.O.Sox 7402•Chamvronn.CA 9131.',-2402 Proa.No.5907 Reorder.Call Tod-Free 1-aoo-876-oa27
ATTACHMENT A TO
LIEN COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
AGREEMENT NO. A-0066
PROPERTY DESCRIPTION
THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF SAN DIEGO,
AND IS DESCRIBED AS FOLLOWS:
PARCEL 1:
THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 23, TOWNSHIP 13
SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN THE CITY OF ENCINITAS, COUNTY OF SAN
DIEGO,STATE OF CALIFORNIA,ACCORDING TO UNITED STATES GOVERNMENT SURVEY APPROVED APRIL
19, 1888,DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTH QUARTER OF SAID SECTION, THENCE WESTERLY ALONG THE SOUTHERLY
THEREOF NORTH 9 051'44" WEST 648.03 FEET; THENCE NORTH 1°13'19" EAST 657.89 FEET; THENCE SOUTH
89 042'18"EAST 646.22 FEET;THENCE SOUTH 1°4'1"WEST 656.08 FEET TO THE POINT OF BEGINNING.
PARCEL 2:
AN EASEMENT AND RIGHT OF WAY FOR PLACING AND MAINTAINING WATER PIPE LINE OVER
SOUTHERLY 5 FEET OF THE NORTHERLY 28 FEET OF THE EAST HALF OF THE SOUTHEAST QUARTER OF
THE SOUTHWEST QUARTER OF SECTION 23, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO
MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO UNITED STATES
GOVERNMENT SURVEY APPROVED APRIL 19, 1888.
EXCEPTING THEREFROM THAT PORTION THEREOF LYING WITHIN PARCEL 1 ABOVE DESCRIBED.
g:sdwd\eng\forms\liencov.doc
ATTACHMENT B TO
LIEN COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
AGREEMENT NO. A-0066
SUBDIVIDER'S DUTIES AND OBLIGATIONS
Developer: OT ANDER PARTNERS, LL _
1.0 PROJECT REQUIREMENTS
1 . 01 No facilities will be installed prior to the acceptance by
the District :
A) Good and Sufficient Security.
B) Acceptable Certificate of Insurance.
1 . 02 Developer to provide compaction testing per the requirements
of the San Dieguito Water District .
1 . 03 Developer to provide for construction staking and surveying
for the proposed water facilities.
1 . 04 SUBDIVIDER shall, at SUBDIVIDER' S expense, obtain all
necessary permits and licenses for the construction of the water
improvements and give all necessary notices and pay all fees and taxes
required by law.
1 . 05 All public water facilities shall be installed by a Class A
or Class C-34 licensed contractor.
1 . 06 The plans provided for in this "Covenant" conform to the
current standards of the DISTRICT. The SUBDIVIDER will be required to
conform to the standards applicable on the date upon which
construction is commenced on the development if construction is not
commenced within six months of the date of the execution hereof by the
DISTRICT.
1 . 07 SUBDIVIDER shall convey to DISTRICT easements, using the
DISTRICT Form of Easement covering the property in which the water
facilities are located at all instances where the facilities are not
located in a dedicated street . Owner shall have his Engineer provide
DISTRICT with a legal description and a 8 1/2" x 11" plat of
easements .
1 . 08 SUBDIVIDER agrees at SUBDIVIDER' s own cost and expense to
furnish all the labor, equipment and materials to perform and.
complete, in accordance with the plans and specifications and to the
satisfaction and approval of the District Engineer, all of the
improvements referred to below:
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A) 8" PVC (C-900 CL-150) $ 13, 624 . 00
B) 4" PVC (C-900 CL-150) $ 3, 976 . 00
C) Water Service Laterals $ 4,410 . 00
D) Fire Hydrant $ -1, 300 . 00
E) 2" Manual Air Release $ 2_,.] 00 . 00
F) 2" Blow-Off $ 1 , 640 . 00
G) 8" ate Valves $ -, , l 00 . 00
H) $
I) $
J) 1oPk Con inSaPnnies $ 3 ,925 . 00
Total Cost Estimate : $ 39,_875 . 00
1 . 09 IMPROVEMENT SECURITY:
A) 100% of Cost Estimate $_x, 875 . 00
1 . 10 MISCELLANEOUS COSTS :
1 . 11 CAPACITY CREDIT: (OFFSETS NEW CAPACITY FEES ONLY)
Account Numher SDWD RD _WA
A) $ $
B) $ $
C) $ $
D) $ $
Total Capacity Credit$< >$< >
1 . 12 SDWD METER FEES :
T_nstal_1 a _ion Capacity
A) TBD $ TBD $ TBD
B) $ $
C) $ $
D) $ $
E) $ $
Capacity Credit (Refer to Sec . 1 . 11) $< TBD >
Totals $ $ TBD
Total Meter Fees : $ TBD
1 . 13 SDCWA CAPACITY FEES :
C��a .ity
A) TBD $ TBD
B)
Capacity Credit (Refer to Sec. 1 . 11) $< >
Total Capacity Fees : $ TBD
1 . 14 CAPACITY FEE: (FIRE)
A) $
B) $
Total Capacity Fees : $ -0-
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1 . 15 INSPECTION DEPOSIT: $ 1, 000 . 00
1 . 16 DEPOSITS & FEES :
Engineering Fees $ -0-
SDWD Meter Fees $ TBD
SDCWA Capacity Fees $ TBD
Fire Capacity Fees $ -0-
Inspection Deposit $ 1, 000 . 00
*TOTAL ESTIMATED DEPOSITS & FEES REQUIRED: $ TBD
1 . 17 The water meter fees, including installation and capacity,
are established from time to time by the Board of Directors of the
DISTRICT and the San Diego County Water Authority. The SUBDIVIDER
will by required to conform to the installation and capacity fees
which are applicable on the date of payment . Construction will not be
allowed to commence until all water fees have been received.
1 . 18 The above figures for deposits are estimates only and may
vary accordingly. Upon completion of installation, cost will be
computed and billing or refund will be issued to SUBDIVIDER.
1 . 19 In the event a 90-day period elapses from the date of
recordation of the Covenant, the above estimated deposits and fees
must be revised and are subject to condition of agreement with
DISTRICT.
1 . 20 Filing of the Notice of Completion shall not be accomplished
until the following requirements have been complied with:
A) All work has been completed in accordance with the
plans and specifications, all gate wells have been set flush
with the street surface, and meter boxes set to finish
grade;
B) A set of original plans (sepia prints) , corrected to
conform with the work as constructed, has been submitted to
the DISTRICT.
2 .0 PROGRESS OF WORK
2 . 1 Time is of the essence with this Covenant . SUBDIVIDER
shall commence substantial construction of the improvements required
by this Covenant not later than November 2 . 2001 and shall complete
the improvements no later than November 2 , 200 In the event good
cause exists, as determined by the District Engineer, the time for
commencement of construction or completion of the improvements
hereunder may be extended. Any such extension may be granted without
notice to SUBDIVIDER' s Surety or Sureties, if any, and shall in no way
affect the validity of this Covenant or release the Surety or Sureties
on any security given for the faithful performance of this Covenant .
The District Engineer shall be the sole and final judge as to whether
or not good cause has been shown to entitle SUBDIVIDER to an
extension. As a condition of such extensions, the District Engineer
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may require SUBDIVIDER to furnish new security guaranteeing
performance of this Covenant, as extended, in an increased amount as
necessary to compensate for any increase in construction costs as
determined by the District Engineer.
2 .2 If any of the public improvements are to be constructed or
installed on land not owned by SUBDIVIDER, no construction or
installation shall be commenced prior to the acquisition and
acceptance by DISTRICT of appropriate property interests . SUBDIVIDER
shall pay the actual costs of acquisition of such property interests .
2 . 3 SUBDIVIDER shall, at SUBDIVIDER' s expense, obtain all
necessary permits and licenses for the construction of the
improvements and give all necessary notices and pay all fees and
taxes required by law.
2 .4 SUBDIVIDER shall notify the District Engineer in writing at
least 15 days prior to the commencement of work hereunder. No
construction work shall begin until authorized by DISTRICT.
2 . 5 SUBDIVIDER shall not be entitled to obtain occupancy permits
for the buildings constructed on any lot created by the subdivision
until all required improvements have been provided to the satisfaction
of the District Engineer.
2 . 6 SUBDIVIDER shall at all times maintain safe construction
facilities, and provide safe access, for inspection by DISTRICT, to
all parts of the work and to the shops wherein the work is in
preparation.
2 . 7 SUBDIVIDER shall give good and adequate warning to the
public to each and every existing danger relating to the construction
of the improvements, and shall protect the public from such dangers .
3 .0 INSPECTION/ACCEPTANCE OF IMPROVEMENTS
3 . 1 The District Engineer or his duly authorized representative,
upon request of SUBDIVIDER, shall inspect, at SUBDIVIDER' s expense,
the improvements herein agreed to be constructed and installed by
SUBDIVIDER. If determined to be in accordance with applicable DISTRICT
standards and the other terms of this Covenant, the District Engineer
shall approve the improvements and recommend the acceptance of the
public improvements by DISTRICT through resolution of the DISTRICT
Board of Directors .
3 . 2 The SUBDIVIDER agrees to pay for each inspection of the
improvements required by the District Engineer.
3 . 3 Approval of the improvements and acceptance of the public
improvements by District, shall not constitute a waiver by DISTRICT of
any defects in the improvements.
3 .4 Until such time as. the improvements required by this
Covenant are fully completed by SUBDIVIDER, approved by the District
Engineer and the public improvements are accepted by DISTRICT,
SUBDIVIDER will be responsible for the care, maintenance, repair and
replacement of such public improvements .
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4 .0 GUARANTEE/WARRANTY
4 . 1 ONE YEAR. SUBDIVIDER hereby guarantees and warrants the
public improvements constructed pursuant to this Covenant for a period
of one year after final acceptance of said work to include design,
work, labor and materials furnished. If within the one year period,
any public improvement or part of any public improvement furnished,
installed or constructed, or caused to be furnished, installed or
constructed by SUBDIVIDER, fails to fulfill any of the requirements of
this Covenant or otherwise fails to function to the satisfaction of
the DISTRICT, SUBDIVIDER shall without delay and without any cost to
DISTRICT, repair, replace or reconstruct any failing part or parts of
the public improvement .
4 . 2 TEN YEARS . For ten years following the acceptance by
DISTRICT of the public improvements, SUBDIVIDER shall remain obligated
to cure all identified defects in the design, construction, materials
of the public improvements.
5.0 SECURITY
5 . 1 FOR CONSTRUCTION OF IMPROVEMENTS
A. Prior to the sale or transfer of all or any portion of
this Subdivision, or prior to the issuance of any development permits
for this Subdivision, SUBDIVIDER shall furnish to DISTRICT good and
sufficient security in the form of a cash deposit, a letter of credit
or other security as approved by the District Engineer in the amount
of 100% of the then-current estimate of construction costs of the
improvements to assure faithful performance of this Covenant .
B. In the event that changes, alterations or additions to
the improvement plans and specifications or to the improvements add
10% or more to the original estimated costs of the improvements,
SUBDIVIDER shall provide additional security in a form satisfactory to
DISTRICT in an amount equal to 100% of the total estimated increase in
the construction cost of the improvements . The amount of the
additional security may be adjusted by the amount of work completed
and any prior, partial releases of security.
5 . 2 FOR ONE YEAR GUARANTEE/WARRANTY. SUBDIVIDER shall furnish
to DISTRICT good and sufficient security, in the form of a cash
deposit, letter of credit or other security as approved by the
District Engineer, in the amount of 25% of the estimated total cost of
the public improvements, to secure SUBDIVIDER' s guarantee and warranty
specified herein for a period of one year following the acceptance by
DISTRICT of the public improvements.
6 .0 CURING OF DEFAULTS
6 . 1 In the event that SUBDIVIDER fails to perform any duty
or obligation imposed by this Covenant, SUBDIVIDER hereby
authorizes DISTRICT, at DISTRICT' s option, to perform such duty or
obligation twenty (20) days after DISTRICT mails written notice of
default to SUBDIVIDER and SUBDIVIDER fails to cure such default .
SUBDIVIDER agrees to pay the actual costs of such performance by
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DISTRICT. The security posted by SUBDIVIDER pursuant to this
Covenant may be used by DISTRICT for the completion of such
performance, but shall not limit SUBDIVIDER' s liability.
6 .2 In the event of SUBDIVIDER' S uncured default, DISTRICT
may take over the work and prosecute the same to completion, by
contract or by any other method DISTRICT may deem advisable, for
the account and at the expense of SUBDIVIDER. SUBDIVIDER shall be
liable to DISTRICT for the actual costs or damages occasioned
DISTRICT thereby. Without liability for so doing, DISTRICT may
take possession of the construction site and the work. In
completing the work, DISTRICT may utilize such materials,
appliances, plants and other property belonging to SUBDIVIDER as
may be on the site of the work and necessary therefore.
6 . 3 Should the exigencies of the case require repairs,
replacements, or work to be done before SUBDIVIDER can be notified
and given seven days to perform, DISTRICT may, at DISTRICT' s
option and without liability, make the necessary repairs or
replacements or perform the necessary work and SUBDIVIDER shall
pay to DISTRICT the actual costs of so doing.
7 .0 HOLD HARMLESS
7 . 1 SUBDIVIDER agrees to indemnify and hold DISTRICT and
DISTRICT' s officers, officials, employees and agents harmless
from, and against any and all liabilities, claims, demands, causes
of action, losses, damages and costs, including all costs of
defense thereof, arising out of, or in any manner connected
directly or indirectly with, any acts or omissions of SUBDIVIDER
or SUBDIVIDER' s agents, employees, subcontractors, officials,
officers or representatives. Upon demand, SUBDIVIDER shall, at
its own expense, defend DISTRICT and DISTRICT' s officers,
officials, employees and agents, from and against any and all such
liabilities, claims, demands, causes of action, losses, damages
and costs .
7 .2 SUBDIVIDER' s obligation herein includes, but is not
limited to, alleged defects in the plans, specifications and
design of the improvements; but does not extend to liabilities,
claims, demands, causes of action, losses, damages or costs that
arise out of a defect in the plans, specifications or design that
is a result of a change required by DISTRICT to the SUBDIVIDER' s
proposed plans, specifications or design so long as such change is
objected to, in writing, by the SUBDIVIDER, and the writing is
filed with the District Engineer more than ten days prior to the
commencement of work.
7 . 3 SUBDIVIDER' s obligation herein includes, but is not
limited to, alleged defects in the construction of the
improvements; alleged defects in the materials furnished in the
construction of the improvements; alleged injury to persons or
property; alleged inverse condemnation of property or a
consequence of the design, construction, or maintenance of the
work or the improvements; and any accident, loss or damage to the
work or the improvements prior to the acceptance of same by
DISTRICT.
7 .4 By approving the improvement plans, specifications and
design; by inspecting or approving the improvements; or by
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accepting the public improvements, DISTRICT shall not have waived
the projections afforded herein to DISTRICT and DISTRICT' s
officers, officials, employees and agents or diminished the
obligation of SUBDIVIDER who shall remain obligated in the same
degree to indemnify and hold DISTRICT and DISTRICT' s officers,
officials, employees and agents, harmless as provided above.
7 . 5 SUBDIVIDER' s obligation herein does not extend to
liabilities, claims, demands, causes of action, losses, damages or
costs that arise out of DISTRICT' s intentional wrongful acts,
DISTRICT' s violations of law, or DISTRICT' s sole active
negligence.
8.0 INSURANCE
8 . 1 The SUBDIVIDER shall obtain and maintain a policy of
motor vehicle liability, public liability, general liability and
property damage insurance from an insurance company approved by
DISTRICT and authorized to do business in the State of California,
in an insurable amount of not less than one million dollars
($1, 000, 000 . 00) for each occurrence. The insurance policy shall
provide that the policy shall remain in force during the life of
this COVENANT and shall not be canceled, terminated, or allowed to
expire without thirty (30) days prior written notice to DISTRICT
from the insurance company.
8 .2 DISTRICT shall be named as an additional insured on
SUBDIVIDER' s policies .
8 .3 SUBDIVIDER shall provide a Certificate of Workers '
Compensation insurance to the DISTRICT.
8 .4 SUBDIVIDER shall furnish certificates of said insurance
to DISTRICT prior to commencement of work under this COVENANT.
9 .0 NOTICES
9 . 1 Any notices to be given under this COVENANT, or
otherwise, shall be served by certified mail .
9 .2 For the purposes hereof, unless otherwise provided in
writing by the parties hereto, the address of DISTRICT and the
proper person to receive any such notice on its behalf is :
District Engineer
San Dieguito Water District
505 S. Vulcan Avenue
Encinitas, CA 92024
and the address of SUBDIVIDER and the proper person to receive any
such notice on its behalf is :
Meander a n rs, T,T.r
9230 Carroll Canyon RD Rte 316
Ran_Diego, CA 92121
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10.0 SUBDIVIDER'S CERTIFICATION OF AWARENESS OF
IMMIGRATION REFORM AND CONTROL ACT OF 1986
SUBDIVIDER certifies that SUBDIVIDER is aware of the
requirements of the Immigration Reform and Control Act of 1986 (8
USC §§ 1101-1525) and will comply with these requirements,
including but not limited to verifying the eligibility for
employment of all agents, employees, subcontractors and
consultants that are included in, satisfy the duties and
obligations contained herein.
11.0 PREVAILING WAGES
11 . 1 SUBDIVIDER has been alerted to the requirements of
California Labor Code section 1770 et seq. , which would required
the payment of prevailing wage rates and the performance of other
requirements if it were determined that this Covenant constitutes
a public works contract. SUBDIVIDER has also been advised and
understands that the Office of the Attorney General of the State
of California has rendered an Opinion (No. 86-803) concluding that
prevailing wages must be paid by a private developer where a
public agency retains control over construction of the project and
the facilities are ultimately dedicated to the public agency.
SUBDIVIDER has further been advised that the California Department
of Industrial Relations presently disagrees with the position
taken by the Office of the Attorney General in Opinion No. 86-803 .
11 . 1 It shall be the sole responsibility of the SUBDIVIDER
to determine whether to pay prevailing wages for any or all work
required by this Covenant . As a material part of this Covenant,
SUBDIVIDER agrees to assume all risk and liability arising from
SUBDIVIDER' s decision not to pay prevailing wages for work
required by this Covenant .
11 .2 As a further material part of this Covenant, SUBDIVIDER
agrees to hold harmless and indemnify the DISTRICT and its
officers, employees, consultants, and agents from any and all
claims, liability, loss, costs, damages, expenses, fines, and
penalties of whatever type or nature, including all costs of
defense and attorney' s fees, arising from any alleged failure of
the SUBDIVIDER, or SUBDIVIDER' s contractors or subcontractors, to
comply with the prevailing wage laws of the State of California.
If the DISTRICT or any of the indemnified parties are named as a
party in any dispute arising from the failure of SUBDIVIDER or
SUBDIVIDER' s contractors or subcontractors to pay prevailing
wages, SUBDIVIDER agrees that the DISTRICT and the other
indemnified parties may appoint their own independent counsel, and
SUBDIVIDER agrees to pay all attorney' s fees and defense costs of
the DISTRICT and the other indemnified parties as billed, in
addition to all other damages, fines, penalties, and losses
incurred by the DISTRICT and the other indemnified parties as a
result of the action.
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12 .0 GENERAL PROVISIONS
12 . 1 Neither SUBDIVIDER nor any of SUBDIVIDER' s agents or
contractors are or shall be considered to be agents of DISTRICT in
connection with the performance of SUBDIVIDER' s duties and
obligations under this Covenant .
12 .2 Sale or other disposition of the PROPERTY will not
relieve SUBDIVIDER from the duties and obligations set forth
herein.
12 . 3 SUBDIVIDER shall provide the improvements as an
independent contractor and in pursuit of SUBDIVIDER' s independent
calling, and not as an employee of DISTRICT. SUBDIVIDER shall not
be under control of the DISTRICT except as to the result to be
accomplished. SUBDIVIDER may confer with DISTRICT as required to
perform this Covenant .
12 .4 No verbal agreement or conversation with any officer,
official, agent or employee of DISTRICT, either before, during or
after the execution of this Covenant, shall effect or modify any
of the terms or obligations herein contained.
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NoText
10/31/2003 13:56 FAX 760 741 4989 CHICAGO TITLE CUST SVS 0006 OCT 3T , 2003 1-2 : 16 Pil
Recording Requested By: I
City Planner/c#Lc -rr .� ) OFFICIAL RECORDS
7 z
SAN DIEGD COUNTY RECOMER'S OFFICE
GREGORY J. SMITH, COUNTY RECORDER '
When Recorded Mail To: ) FEES: 11.00
)
City Clerk )
City of Encinitas ) i
(� 505 South Vulcan Avenue ) ;
1 Encinitas, CA 9.2024 )SPACE ABOVE FOR RECORDER'S USE
V
COVENANT REGARDING REAL PROPERTY F
IGV FUTURE PARK,TRAFFIC,AND FLOOD CONTROL FEES
Assessor's Parcel Number:260-430-22 Project No_ TP1V1/ P 01-090
j
A. BEST IN THE WEST DEVELOPMENT, LLC, ("OWNER" hereinafter) is the t
owner of real property commonly lalown as TM 01-090 ("PROPERTY" hereinafter) and which is
legally described as follows:
i
As Exhibit"A"which is attached hereto and made a part hereof.
B. In consideration of Final Map approval for the above referenced project by the City
of Encinitas ("CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY,
to do the following:
See Attachment"B"which is attached hereto and made a part hereof. !'
C. This Covenant shall nut with the land and be binding upon and inure to the benefit I"
of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and
assigns of the respective parties. I'�I
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D. OWNER agrees that OWNER's duties and obligations under this Covenant area
lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property i
tax bill of the PROPERTY any past due financial obligation owing to CITY by way of this �
Covenant.
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E. If either is required to incur costs to enforce the provisions of this Covenant,
J per` • � P �
the prevailing party shall be entitled to full reimbursement of all costs, including reasonable
attorney's fees,from the other part)
F. Failure of the OWNER to comply with the terms of this Covenant shall constitute
consent to the filing by CITY of a Notice of Violation of Covenant.
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def fees cov 01-090 TPM, 7828- C3,oleander ll.c
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G. Upon OWNERIs satisfaction of OWNER's duties and obligations contained herein, ;;(I
OWNER may request and CITY sbal.l execute a"Satisfaction of Covenant".
H. By action of the City Council, CITY may assign to a person or persons impacted by
the performance of this Covenant,the right to enforce this Covenant against OWNER_ ul
ACCEPTED AND AGREED:
OWNER j r
i
I .
Dated O'30 'd
rett E.Ames 17 -Zm/ 7W P03r De,427znp 4,I
Dated 12 MF/4'wts
Print name and title
Dated
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(Notarization of OWNER signature is attached) I!'
ATTACH NOTARY HERE �
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CITY OF ENCW9AS
I'
Dated 30 Z&05 by
(Notarization not required) Bill Weedman,City Planner
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def fees cov 0I-090 TPK 7828 G,oIeander Ile j J
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ATTACHMENT "A" TO I¢
COVENANT 0I-090 TM/DR/C'DP/EIA 4
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LEGAL DESCRIPTION
THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY
OF SAN DIEGO,AND IS DESCRIBED AS FOLLOWS:
PARCEL 1: �l
THAT PORTION of THE SOUTHEAST QUARTER OF THE OF THE SOUTHWEST QUARTER OF @,
SECTION 23,TOWNSHIP 13 SOUTH,RANGE 4 WEST, SAN BERNARDINO MERIDIAN,IN THE
CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE, OF CALIFORNIA, ACCORDING TO
UNITED STATES GOVERNMENT SURVEY APPROVED APRIL 19, 1888, DESCRIBED AS
FOLLOWS:
BEGINNING AT THE SOUTH QUARTER CORNER OF SAID SECTION, THENCE WESTERLY
ALONG THE SOUTHERLY THEREOF NORTH 89 DEG- 51'44" WEST 648.03 FEET; THENCE
NORTH 01 DEG. 13"19"EAST 657.89 FEET; THENCE SOUTH 89 DEG,42'18"EAST 646.22 FEET;
THENCE SOUTH 01 DEG. 04'01"WEST 656.08 FEET TO THE POINT OF BEGINNING,
PARCEL 2: I�
AN EASEMENT AND RIGHT OF WAY FOR INGRESS AND EGRESS FOR PLACING AND
MAINTAINING WATER PIPE LINE OVER THE SOUTHERLY 5 FEET OF THE NORTHERLY 38
FEET OF THE EAST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER
OF SECTION 23, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN
THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO UNITED STATES
GOVERNMENT SURVEY APPROVED APRIL 19, 1888.
EXCEPTING THEREFROM THAT PORTION THEREOF LYING WITHIN PARCEL 1 ABOVE
DESCRIBED_
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def fees cov 01-090 TPM, 7828-G,olcander llc C
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PROPERTY DESCRIPTION
"TACHMENT "B" TO
COVENANT)R GARDING 01-090 TPM/CAP "
OWNEW S DUTIES AND OBLIGATIONS
:I
A. Li accordance with Municipal Code Chapter 23.98 in etTect at time of fees being
paid,park fees for the development shall be paid prior to Final Occupancy approval.
I,
B_ hi accordance with the Municipal Code Chapter 23.94 in effect at time of fees being
paid, traffic fees for the development shall be paid prior to Final Occupancy approval_
I
C. Jn accordance with the Municipal Code Chapter 23.96 in effect at ti me of fees being
paid, flood control fees shall be assessed and collected during the building permit
processing prior to the construction of any impervious surfaces.
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def fees cov 01-090 TPM, 7828-G,oleander llc
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10/31/2003 13:58 FAX 760 741 4989 CHICAGO TITLE CUST SVS la 010
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,A
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CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
i
State of California
ss. �
County of
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On il)AO , before me, UDC i 2• J�/CCTUl�1P, OW9 tp( K I�
Dalt Q __�nN1ame and Ttda at oRicer(e.9 5sne ooa, otary Publel I
personally appeared 6�� t� �-7 Y 9-
Namo(s)or signer(e)
ersonally known to me
oved to me on the basis of satisfactory
evidence
to be the person(s) whose name(sC
LsAre
pttltltlwps fl)]!lt05 subscribed to the wi - instrument and
Ih�- acknowledged to me he/they executed
MY the same in er/their>e 1 orized
capacity(ies), and that by(h_iO&r/their o,
signature(s)on the instrument the person(s), or
the entity upon behalf of which the persons) "d
acted, executed the instrument.
WITNESS my hand and official seal.
Place Notary Seat Abwa Sp," ry Puwa
I
OPTIONAL
�,4I
Though the Information below is not required bylaw,it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document. '
Description of Attached Document
Title or Type of Document �.
Document Date: Number of Pages:
I
Signer(s)Other Than Named Above:
Capaclty(les)Claimed by Signer
Signer's Name: j
F-1 Individual n. r. '" �' Top of thumb here
❑ Corporate Officer—Title(s):
❑ Partner—❑Limited ❑General
❑ Attorney in Fact
❑ Trustee
0 Guardian or Conservator
❑ Otheri
Signer Is Representing:
,t
m 1997 National Notary Association•9350 De Soto Ave„P,O,Box 2402•Chatsworth,CA 919132402 Prod.No.5907 Rowder.Call Tor-Free 1-6[10-87"827
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--r_J-7Q li 145469 1,
OCT 31- , 2003 12 : 16 Pfi
ffFICIAL RECORDS '
Recording Requestee� ) SM DIEGO CUTY RECORDER'S OFFICE
`
City Engineer 1 ) GREGORY J. SMITH, CUTY RECDRDER
When Recorded Mail To; ) FEES: 9.00
City Clerk )
City of Encinitas ) S'
�41 505 South Vhlcan Avenue )
U Encinitas, CA 92024 SPACE ABOVE FOR RECORDER'S USE
COVENANT REGARDING REAL PROPERTY
WAIVER Off' PROTEST TO ASSESSMENTS
Assessor's Parcel
Number: 260430-22 Project No. 01-090 ,
TM/DR/CDP/EIA
A. BEST IN THE WEST DEVELOPMENT, LLC, ("OWNER"
hereinafter) is the owner of real property ("PROPERTY"
hereinafter) and which is legally described as follows:
See Attachment "A" which is attached hereto and made a part
hereof.
I
B. In consideration of 01,090 TPM/DR/CDP/ETA OWNER hereby
covenants and agrees for the benefit of CITY, to do the following: i
No protest shall be made by the owners to any
proceedings for the installation or acquisition of
street improvements, including undergrounding of
utility lines, under any special assessment 1911 or the
Municipal Improvement Act of 1913, or any other �
applicable state or local law, and whether processed by
the City of Encinitas or any other governmental entity
having jurisdiction in the matter and for the purposes
of determining property owners support for same_
C. This Covenant shall run with the land and be binding
upon and inure to the benefit of the future owners, encumbrancers,
successors, heirs, personal representatives, transferees and
assigns of the respective parties.
D. OWNER agrees that OWNER's duties and obligations under
this Covenant are a lien upon the PROPERTY. Upon notice and
Opportunity to respond, CITY may add to the property tax bill of
the PROPERTY any past due financial obligation owing to CITY by
way of this Covenant .
E. If either party is required to incurs costs to enforce
the provisions of this Covenant, the prevailing party shall be F
entitled to fu 11 reimbursement of all costs, including reasonable
attorney's fees, from the other party. I '
\\KRUSTY\VOL1\SHARED\ENG\Tamara\Word\Covenants\WaiverAss\Ol-090 ;
7825-9 BEST IN THE WEST LLC, -doc
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10/31/2003 13:54 FAX 760 741 4989 CHICAGO TITLE CUST SVS 0 003
E- Failure of the, OWNER to comply with the terms of this N
Covenant shall constitute consent to the filing by CITY of a "
Notice of violation of Covenant.
G. Upon OWNER's satisfaction of OWNER's duties and
obligations contained herein, OWNER may request and CITY shall
execute a "Satisfaction of Covenant" .
I,
H. By action of the City Council, CITY may assign to a
person or persons impacted by the performance of this Covenant,
the right to enforce this Covenant against OWNER-
ACCEPTED AND AGREED: OWNER
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Dated Zo •3U -a I
Brett-E. Ames `
esv xL1 -rte wmr Pwatira wr
(Notarization of OWNER signature is attached)
Y O C Z
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Dated �6 �3Q by II
(Notarizes ion not required) Peter Cota-Robles, I'
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Director of Engineering Services
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\\KRUSTY\VOL1\SHARED\E'NG\Tamara\Word\Covenants\WaiverAss\O1-090
7825-G BEST IN THE WEST LLC, .doc
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10/31/2003 13:55 FAX 760 741 4989 CHICAGO TITLE CUST SVS 2004
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
�M
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State of California
I°I
County of
On IU 03 , before me, 02,.
Name and T111e 01 Off)oer(e,9-'Jane Doe,NOlary FUNW)
personally appeared 1-3 r E• qAA 9,--5
Name(a)of SWjnar(.)
❑mrsonally known to me
oved to me on the basis of satisfactory
e%4Bence
A
tLJOUR to be the person(s) whose name(s ire
iAAI!IO G MI
cmwon in 9119205 subscribed to the wit instrument and
� � acknowledged to m h e/they executed F,
MY - stop Esp.�o tv the same in his r/their�hier/their horized
capacity(ies), and that by
signature(s)on the instrument the person(s),or h'
the entity upon behalf of which the person(s)
acted, executed the instrument.
Ia
WITNESS my hand and official seal. ;7
Place Notary Seal Above Siry+ of Notary pubne
OPTIONAL �
Though the informafion below is not required by law,R may prove valuable to persons retying on the document �'
and could prevent fraudulent removal and reattachment of this form to another document. I�'
�II
Description of Attached Document
Tate or Type of Document S
Document Date: Number of Pages:
Signer(s)Other Than Named Above:
Capecity(ies) Claimed by Signer
Signer's Name: '
g - -
0 Individual Top of thumb hero
D Corporate Officer—Title(s):
❑ Partner—❑Limited ❑General
❑ Attorney in Fact
❑ Trustee
❑ Guardian or Conservator
❑ Other:
Signer Is Representing:
I
®1997 NaHwal Notary A99001atIon•9350 Oa Sole Ave.,P.O.Box 2402 1 ChaGwonh,CA 91313-2d112 Prod,No,5901 Reorder.Call Toll-Free 1•B00-G76.6927
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10/31/2003 13:55 FAX 760 741 4989 CHICAGO TITLE CUST SVS 0 005
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ATTACHMENT "A" TO
COVENANT 01-090 TM/DR/CDP/EIA
I
I
LEGAL DESCRIPTION p
THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY
OF SAN DIEGO,AND IS DESCRIBED AS FOLLOWS:
I.
PARCEL L
ICI
THAT PORTION OF THE SOUTHEAST QUARTER OF THE OF THE SOUTHWEST QUARTER OF
SECTION 23,TOWNSHIP 13 SOUTH,RANGE 4 WEST, SAN BERNARDINO MERIDIAN;IN THE
CITY OF ENCINTTAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO
UNITED STATES GOVERNMENT SURVEY APPROVED APRIL 19, 1888, DESCRIBED AS
FOLLOWS:
I
BEGINNING AT TIE SOUTH QUARTER CORNER OF SAID SECTION, THENCE WESTERLY
ALONG THE SOUTHERLY THEREOF NORTH 89 DEG. 51'44" WEST 648.03 FEET; THENCE
NORTH 01 DEG. 13'19"EAST 657.89 FEET;THENCE SOUTH 89 DEG.42'18"EAST 646.22 FEET; i
THENCE SOUTH 01 DEG,04'01"WEST 656.08 FEET TO THE POINT OF BEGINNING. hl
I�
PARCEL 2:
AN EASEMENT AND RIGHT OF WAY FOR INGRESS AND EGRESS FOR PLACING AND
MAINTAINING WATER PIPE LINE OVER THE SOUTHERLY 5 FEET OF THE NORTHERLY 38 ;j
FEET OF THE EAST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTERi
OF SECTION 23, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN ?'
THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO UNITED STATES
GOVERNMENT SURVEY APPROVED APRIL 19, 1888_
I
EXCEPTING THEREFROM THAT PORTION THEREOF LYING WITHIN PARCEL 1 ABOVE 7
DESCRIBED. (,
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def fees cov 01-090 TPM, 7828-G,oleandef llc '
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THE u,.,1INAL OF THIS DOCUMENT
IJAS RECORDED ON OCT 2b 2003
DOCUMENT NUMBER 2003-128M6
Recording requested by: ) GREGORY J. SMITH, COUNTY RECORDER
SAN DIEGO COUNTY RECORDER'S OFFICE
When Recorded Mail To: ) TIME: 4:10 F'M
District Clerk ) -
San Dieguito Water District )
505 S. Vulcan Avenue )
Encinitas, CA 92024 )
SPACE ABOVE FOR RECORDER'S USE
LIEN COVENANT REGARDING REAL PROPERTY:
IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
Assessor' s Parcel
No.-2e0-4'40-22 Agreement No. : A-0066
A. OTRANDER PARTNERS . LL ("SUBDIVIDER" hereinafter)
is the owner of real property which is commonly known as TAKE DRIVE
("PROPERTY" hereinafter) and which is described as follows :
See Attachment A which is attached hereto and
made a part hereof .
B. The tentative subdivision of the PROPERTY was approved with
the final approval subject to certain conditions requiring the
construction of improvements by SUBDIVIDER. SUBDIVIDER has applied
for final approval of the subdivision but has not constructed the
required improvements. In consideration of the final approval of the
subdivision of the PROPERTY by the San Dieguito Water District
("DISTRICT" hereinafter) , SUBDIVIDER hereby covenants and agrees for
the benefit of DISTRICT, to do the following:
See Attachment B which is attached hereto and
made a part hereof.
C. This Covenant shall run with the land and be binding upon and
inure to the benefit of the future owners, encumbrances, successors,
heirs, personal representatives, transferees and assigns of the
respective parties.
D. SUBDIVIDER agrees that SUBDIVIDER' s duties and obligations
under this Covenant are a lien upon the PROPERTY. Upon notice and
opportunity to respond, DISTRICT may add to the property tax bill of
the PROPERTY any past due financial obligation owing to DISTRICT by
way of this Covenant .
E. If either party is required to incur costs to enforce the
provisions of this Covenant, the prevailing party shall be entitled to
full reimbursement of all costs, including reasonable attorneys ' fees,
from the other party.
g:sdwd\eng\forms\liencov.doc
THE 0Ki6INAL OF THIS DOCUMENT
GAS RECORDED ON NOV 18, 200
Recording Requested by: DOCUMENT NUMBER 2003-1386157
City Engineer SAN GGRY DOIEGO�TCOUNTYHfi'EC DER'SEOQFICE
When Recorded Mail To: TIME: 4:14 PM
City Clerk
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024
SPACE ABOVE FOR RECORDER' S USE
COVENANT REGARDING REAL PROPERTY:
PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON
APPROVAL OF SUBDIVISION OF REAL PROPERTY.
Assessor's Parcel No.260-430-22 Project No.: TM 01-090
W.O. No.: 7828-1
A. BEST IN THE WEST DEVELOPMENT, LLC
(SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as TM 01-
090 ("PROPERTY" hereinafter) and which is described as follows:
See Exhibit A, attached hereto and made a part hereof.
B. The tentative subdivision of the PROPERTY was approved with the final approval
subject to certain conditions requiring the construction of public improvements by
SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not
constructed the required public improvements. In consideration of the final approval of the
subdivision of the PROPERTY by the City
of Encinitas ("CITY" hereinafter), SUBDIVIDER hereby covenants and agrees for the benefit of
CITY, to do the following: See Exhibit B which is attached hereto and made a part hereof.
C. This Covenant shall run with the land and be binding upon and inure to the
benefit of the future owners, encumbrances, successors, heirs, personal representatives,
transferees and assigns of the respective parties.
D. SUBDIVIDER agrees that SUBDIVIDER's duties and obligations under this
Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may
add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY
by way of this Covenant.
E. If either party is required to incur costs to enforce the provisions of this
Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including
reasonable attorneys fees, from the other party.
F. Failure of SUBDIVIDER to comply with the terms of this Covenant shall
constitute consent to the filing by CITY of a Notice of Violation of Covenant.
G. Upon SUBDIVIDER's satisfactory completion of SUBDIVIDER's duties and
obligations contained herein, SUBDIVIDER may request and CITY shall execute a Satisfaction
of Covenant.
H. By action of the City Council, CITY may assign to a person or persons impacted by the
performance of this Covenant, the right to enforce this Covenant against SUBDIVIDER.
ACCEPTED AND AGREED:
DE LOPER
Dated /0'30-d 3
Brett E. Ames
(Notarization of OWNER signature is attached.)
CITY OF ENCINITAS
by a U, /:V,
Dated JU�,3c�f� ?� PETER COTA-ROBLES
Director of Engineering Services
(Notarization not required)
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
State of California
c 'ss. ''
County of 2 C1
ILCJ�cJ&' �t-biW 1 �CJ�C.lC i
On A3 U before me, 4-A)04 �—! �I r
Date Name and Title of Officer(e.g.,"Jane Doe,Notary Public")
personally appeared ' l� sdzW-6
Name(s)of Signer(s)
El personally known to me
roved to me on the basis of satisfactory
evidence
to be the person(s) whose name(s)I 5Mre
WDA G;MIL000RA subscribed to the wit.hip instrument and
CoowpIPe#11389205 acknowledged to me he/they executed
Notl1► 0 Callfoma� the same in er/their honzed
> SanNDbpo County
My Conte
Up.Jan.6.2007 capacity(ies), and that by his her/their
•� signature(s) on the instrument the person(s), or
the entity upon behalf of which the person(s)
acted, executed the instrument.
WITNESS my hand/and official seal.
Place Notary Seal Above Sig a 6 of Notary Public
OPTIONAL
Though the information below is not required by law,it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document.
Description of Attached Document
Title or Type of Document:
Document Date: Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer
Signer's Name:
❑ Individual Top of thumb here
❑ Corporate Officer—Title(s):
❑ Partner—❑ Limited ❑ General
❑ Attorney in Fact
❑ Trustee
❑ Guardian or Conservator
❑ Other:
Signer Is Representing:
0 1997 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827
ATTACHMENT "A" TO
COVENANT 01-090 TM/DR/CDP/EIA
LEGAL DESCRIPTION
THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY
OF SAN DIEGO,AND IS DESCRIBED AS FOLLOWS:
PARCEL 1:
THAT PORTION OF THE SOUTHEAST QUARTER OF THE OF THE SOUTHWEST QUARTER OF
SECTION 23, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN;IN THE
CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO
UNITED STATES GOVERNMENT SURVEY APPROVED APRIL 19, 1888, DESCRIBED AS
FOLLOWS:
BEGINNING AT THE SOUTH QUARTER CORNER OF SAID SECTION, THENCE WESTERLY
ALONG THE SOUTHERLY THEREOF NORTH 89 DEG. 51'44" WEST 648.03 FEET; THENCE
NORTH 01 DEG. 13'19"EAST 657.89 FEET; THENCE SOUTH 89 DEG. 42'18"EAST 646.22 FEET;
THENCE SOUTH 01 DEG. 04'01"WEST 656.08 FEET TO THE POINT OF BEGINNING.
PARCEL 2:
AN EASEMENT AND RIGHT OF WAY FOR INGRESS AND EGRESS FOR PLACING AND
MAINTAINING WATER PIPE LINE OVER THE SOUTHERLY 5 FEET OF THE NORTHERLY 38
FEET OF THE EAST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER
OF SECTION 23, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDIAN, IN
THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO UNITED STATES
GOVERNMENT SURVEY APPROVED APRIL 19, 1888.
EXCEPTING THEREFROM THAT PORTION THEREOF LYING WITHIN PARCEL 1 ABOVE
DESCRIBED.
def fees cov 01-090 TPM, 7828-G,oleander 11c
ATTACHMENT B TO
COVENANT REGARDING REAL PROPERTY:
PUBLIC IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
PROJECT NO. TM 01-090
SUBDIVIDER's DUTIES AND OBLIGATIONS
Name of SUBDIVIDER: BEST IN THE WEST DEVELOPMENT, LLC
Tractor Parcel Map Number TM 01-090
Name of subdivision: TM 01-090
Resolution of Approval Number: 2002-49 Adopted: November 7, 2001
Estimated total cost of improvements: $ 192.135.00
1.0 IMPROVEMENTS REQUIRED
1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the
labor, equipment and materials to perform and complete, in accordance with the plans and
specifications and to the satisfaction and approval of the City Engineer, all of the public
improvements referred to below:
Improvement plan drawing no. 7828- 1 sheets 1 through 3 dated
and prepared by BHA INC. approved on November 13, 2003
by the City Engineer together with any subsequent amendments approved in
writing by the City Engineer; on file with CITY in City Engineer's office and
incorporated herein as though fully set forth at length.
1.2 Further, SUBDIVIDER agrees to perform the following
conditions:
Public right of way improvements pursuant to resolution of approval DCD 2000-087.
2.0 PROGRESS OF WORK
2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence substantial
construction of the public improvements required by this Covenant no later than November 13
2005 and shall complete the public improvements no later than, February 13, 2006
In the event good cause exists, as determined by the City Engineer, the time for
commencement of construction or completion of the public improvements hereunder may be
extended. Any such extension may be granted without notice to SUBDIVIDER's Surety or
Sureties, if any, and shall in no way affect the validity of this Covenant or release the Surety or
Sureties on any security given f or the faithful performance of this Covenant. The City Engineer
shall be the sole and final judge as to whether or not good cause has been shown to entitle
SUBDIVIDER to an extension. As a condition of such extensions, the City Engineer may
require SUBDIVIDER to furnish new security guaranteeing performance of this Covenant, as
extended, in an increased amount as necessary to compensate for any increase in construction
costs as determined by the City Engineer.
2.2 If any of the public improvements are to be constructed or installed on land not
owned by SUBDIVIDER, no construction or installation shall be commenced prior to
SUBDIVIDER demonstrating to CITY that SUBDIVIDER has acquired the appropriate property
interests.
2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all necessary permits and
licenses for the construction of the public improvements and give all necessary notices and pay
all fees and taxes required by law.
2.4 SUBDIVIDER shall notify the City Engineer in writing at least 15 days prior to the
commencement of work hereunder. No construction work shall begin until authorized by CITY.
2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings
constructed on any lot created by the subdivision until all required improvements have been
provided to the satisfaction of the City Engineer.
2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide
safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in
preparation.
2.7 SUBDIVIDER shall give good and adequate warning to the public to each and
every existing danger relating to the construction of the public improvements, and shall protect
the public from such dangers.
3.0 INSPECTION/APPROVAL OF IMPROVEMENTS
3.1 The City Engineer or his duly authorized representative, upon request of
SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the public improvements herein agreed
to be constructed and installed by SUBDIVIDER. If determined to be in accordance with
applicable CITY standards and the other terms of this Covenant, the City Engineer shall
approve the improvements.
3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by
the City Engineer.
3.3 Approval of the public improvements by CITY shall not constitute a waiver by
CITY of any defects in the improvements.
3.4 Until such time as the public improvements required by this Covenant are fully
completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be
responsible for the care, maintenance, repair and replacement of such public improvements.
4.0 HOLD HARMLESS
4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials,
employees, and agents harmless from, and against any and all liabilities, claims,
and demands. causes of action, losses, damages and costs, including all costs
of defense thereof, arising out
of, or in any manner connected directly or indirectly with, any acts or omissions of
SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or
representatives. Upon demand the SUBDIVIDER shall, at its own expense, defend CITY and
CITY's officers, officials, employees and agents, from and against any and all such liabilities,
claims, demands, causes of action, losses, damages and costs.
4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in
the plans, specifications and design of the public improvements; but does not extend to
liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a
defect in the plans, specifications or design that is a result of a change required by CITY to
SUBDIVIDER's proposed plans, specifications or design so long as such change is objected
to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten
days prior to the commencement of work.
4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in
the construction of the public improvements; alleged defects in the materials furnished in the
construction of the public improvements; alleged injury to persons or property; alleged inverse
condemnation of property or a consequence of the design, construction, or maintenance of
the work or the public improvements; and any accident, loss or damage to the work or the
public improvements prior to the approval of the construction of the public improvements by
CITY.
4.4 By approving the improvement plans, specifications and design or by inspecting
or approving the public improvements, CITY shall not have waived the protections afforded
herein to CITY and CITY's officers, officials, employees and agents or diminished the
obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and
hold CITY and CITY's officers, officials, employees and agents, harmless as provided above.
4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands,
causes of action, losses, damages or costs that arise out of CITY's intentional wrongful acts,
CITY's violations of law or CITY's sole active negligence.
5.0 INSURANCE
5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public
liability, general liability and property damage insurance from an insurance company approved
by CITY and authorized to do business in the State of California, in an insurable amount of not
less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall
provide that the policy shall remain in force during the life of this COVENANT and shall not be
cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY
from the insurance company.
5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies.
5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to
commencement of work under this AGREEMENT.
6.0 REPAIR, MAINTENANCE AND REPLACEMENT
As a condition on the approval by CITY of the satisfactory construction of the public
improvements, SUBDIVIDER shall prepare, have executed, and record a covenant, in a form
satisfactory to CITY, whereby property owners who will be served by the public improvements
will be obligated to provide for the repair, maintenance and replacement of the public
improvements and to indemnify and hold CITY and CITY's officers, officials, employees and
agents, harmless.
7.0 NOTICES
7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by
certified mail.
7.2 For the purposes hereof, unless otherwise provided in writing by the parties
hereto, the address of CITY and the proper person to receive any such notice on its behalf is:
City Engineer
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024
and the address of SUBDIVIDER and the proper person to receive any such notice on its behalf
is
BEST IN THE WEST DEVELOPMENT, LLC
11828 Rancho Bernardo Drive Suite 205
SAN DIEGO, CA. 92127 -
8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION
REFORM AND CONTROL ACT OF 1986 SUBDIVIDER certifies that SUBDIVIDER is aware of
the requirements of the Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525)
and will comply with these requirements, including but not limited to verifying the eligibility for
employment of all agents, employees, subcontractors and consultants that are included in,
satisfy the duties and obligations contained herein.
9.0 GENERAL PROVISIONS
9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or
shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's
duties and obligations under this Covenant.
9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from
the duties and obligations set forth herein.
9.3 SUBDIVIDER shall provide the improvements as an independent contractor and
in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY.
SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished.
SUBDIVIDER may confer with CITY as required to perform this Covenant.
9.4 No verbal agreement or conversation with any officer, official, agent or employee
of CITY, either before, during or after the execution of this Covenant, shall effect or modify any
of the terms or obligations herein contained.
THE ORIGINAL OF THIS DOCUMENT
Recording Requested by: WAS RECORDED ON NOV 18, 20073
DOCUMENT NUMBER 2003-1386158
City Engineer GREGORY J. SMITH, COUNTY RECORDER
SAN DIEGO COUNTY RECORDER'S OFFICE
When Recorded Mail To: TIME: 4:14 PM
City Clerk
City of Encinitas
505 S. Vulcan Avenue
FnrInotas, CA 99n94
SPACE ABOVE FOR RECORDER' S USE
COVENANT REGARDING REAL PROPERTY:
PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
Assessor's Parcel No. 260-430-22 Project No.: TM 01-090
W.O.No.: 7828-G
A. BEST IN THE WEST DEVELOPMENT, LLC
(SUBDIVIDER" hereinafter) is the owner of real property which is commonly known as
TM 01-090 ("PROPERTY" hereinafter) and which is described as follows:
See Exhibit A attached hereto and made a part hereof.
B. The tentative subdivision of the PROPERTY was approved with the final approval
subject to certain conditions requiring the construction of private improvements by
SUBDIVIDER. SUBDIVIDER has applied for final approval of the subdivision but has not
constructed the required private improvements. In consideration of the final approval of the
subdivision of the PROPERTY by the City of Encinitas ("CITY" hereinafter), SUBDIVIDER
hereby covenants and agrees for the benefit of CITY, to do the following:
See Exhibit B which is attached hereto and made a part hereof.
C. This Covenant shall run with the land and be binding upon and inure to the
benefit of the future owners, encumbrances, successors, heirs, personal representatives,
transferees and assigns of the respective parties.
D. SUBDIVIDER agrees that SUBDIVIDER's duties and obligations under this
Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may
add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY
by way of this Covenant.
E. If either party is required td incur costs to enforce the provisions of this
Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including
reasonable attorneys fees, from the other party.
F. Failure of SUBDIVIDER to comply with the terms of this Covenant shall
constitute consent to the filing by CITY of a Notice of Violation of Covenant.
G. Upon SUBDIVIDER's satisfactory completion of SUBDIVIDER's duties and
obligations contained herein, SUBDIVIDER may request and CITY shall execute a Satisfaction
of Covenant.
H. By action of the City Council, CITY may assign to a person or persons impacted
by the performance of this Covenant, the right to enforce this Covenant against SUBDIVIDER.
ACCEPTED AND AGREED:
DEVELOPER
/0 - 10903
Dated Brett E. Ames
Dated
(Notarization of OWNER signature is attached.)
CITY OF ENCINITAS
By
Dated
PETER COTA-ROBLES
Director of Engineering Services
(Notarization not required)
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
State of California '
ss. ')
County of , aQ'yI .�
On 16 �� 3 before me, �-iC,11DA �
Efate Name and Title of Officer(e.g.,"Jane Doe,Notary Public")
personally appeared F 'ktA,5:F
Name(s)of Signer(s)
❑ personally known to me
roved to me on the basis of satisfactory
evidence )
RANDA G. MILUOUR t to be the person(s) whose name(s)6 re
Co wis"#138920$1
INogry PAft. subscribed to the wit ' instrument and )
Son ON"CaMty acknowledged to h e/they executed
MY Exa JVL 6.2007 the same in i er/their orized
capacity(ies), and that b his/ r/their
signature(s) on the instrument the person(s), or
the entity upon behalf of which the person(s)
acted, executed the instrument.
WITNESS my hand and official seal.
Place Notary Seal Above Sign e f Notary Public
OPTIONAL
Though the information below is not required by law,it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document.
Description of Attached Document
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❑ Individual Top of thumb here
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t, Signer Is Representing:
Q 1997 National Notary Association-9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827
ATTACHMENT B TO
COVENANT REGARDING REAL PROPERTY:
PRIVATE IMPROVEMENTS REQUIRED AS CONDITION ON
FINAL APPROVAL OF SUBDIVISION OF REAL PROPERTY.
PROJECT NO. TM 01-090
SUBDIVIDER's DUTIES AND OBLIGATIONS
Name of SUBDIVIDER: BEST IN THE WEST DEVELOPMENT, LLC
Tract or Parcel Map Number TM 01-090
Name of subdivision: TM 01-090
Resolution of Approval Number: 2002-49 Adopted: November 7, 2002
Estimated total cost of improvements: $ 181,562.00
1.0 IMPROVEMENTS REQUIRED
1.1 SUBDIVIDER agrees at SUBDIVIDER's own cost and expense to furnish all the
labor, equipment and materials to perform and complete, in accordance with the plans and
specifications and to the satisfaction and approval of the City Engineer, all of the private
improvements referred to below:
Grading plan drawing no. 7828-G sheets 1 through 10 dated
November 13, 2003 and prepared by BHA Engineering. as approved on
November 13, 2003.
By the City Engineer together with any subsequent amendments approved in
writing by the City Engineer; on file with CITY in City Engineer's office and
incorporated herein as though fully set forth at length.
1.2 Further, SUBDIVIDER agrees to perform the following
Conditions:
All improvements, conditions and work pursuant to Conditions of Approval for TM 01-090
2.0 PROGRESS OF WORK
2.1 Time is of the essence with this Covenant. SUBDIVIDER shall commence
substantial construction of the private improvements required by this Covenant no later than
November 13, 2005 and shall complete the private improvements no later than, February 13,
2006.
In the event good cause exists, as determined by the City Engineer, the time for
commencement of construction or completion of the private improvements hereunder may be
extended. Any such extension may be granted without notice to SUBDIVIDER's Surety or
Sureties, if any, and shall in no way affect the validity of this Covenant or release the Surety or
Sureties on any security given f or the faithful performance of this Covenant. The City Engineer
shall be the sole and final judge as to whether or not good cause has been shown to entitle
SUBDIVIDER to an extension. As a condition of such extensions, the City Engineer may
require SUBDIVIDER to furnish new security guaranteeing performance of this Covenant, as
extended, in an increased amount as necessary to compensate for any increase in construction
costs as determined by the City Engineer.
2.2 If any of the private improvements are to be constructed or installed on land not
owned by SUBDIVIDER, no construction or installation shall be commenced prior to
SUBDIVIDER demonstrating to CITY that SUBDIVIDER has acquired the appropriate property
interests.
2.3 SUBDIVIDER shall, at SUBDIVIDER's expense, obtain all necessary permits and
licenses for the construction of the private improvements and give all necessary notices and
pay all fees and taxes required by law.
2.4 SUBDIVIDER shall notify the City Engineer in writing at least 15 days prior to the
commencement of work hereunder. No construction work shall begin until authorized by CITY.
2.5 SUBDIVIDER shall not be entitled to obtain occupancy permits for the buildings
constructed on any lot created by the subdivision until all required improvements have been
provided to the satisfaction of the City Engineer.
2.6 SUBDIVIDER shall at all times maintain safe construction facilities, and provide
safe access, for inspection CITY, to all parts of the work and to the shops wherein the work is in
preparation.
2.7 SUBDIVIDER shall give good and adequate warning to the public to each and
every existing danger relating to the construction of the private improvements, and shall protect
the public from such dangers.
3.0 INSPECTION/APPROVAL OF IMPROVEMENTS
3.1 The City Engineer or his duly authorized representative, upon request of
SUBDIVIDER, shall inspect, at SUBDIVIDER's expense the private improvements herein
agreed to be constructed and installed by SUBDIVIDER. If determined to be in accordance
with applicable CITY standards and the other terms of this Covenant, the City Engineer shall
approve the improvements.
3.2 SUBDIVIDER agrees to pay for each inspection of the improvements required by
the City Engineer.
3.3 Approval of the private improvements by CITY, shall not constitute a waiver by
CITY of any defects in the improvements.
3.4 Until such time as the private improvements required by this Covenant are fully
completed by SUBDIVIDER and approved by the City Engineer. SUBDIVIDER will be
responsible for the care, maintenance, repair and replacement of such private improvements.
4.0 HOLD HARMLESS
4.1 SUBDIVIDER agrees to indemnify and hold CITY and CITY's officers, officials,
employees, and agents harmless from, and against any and all liabilities. claims,
demands. causes of action, losses, damages and costs, including all costs of
defense thereof, arising out
of, or in any manner connected directly or indirectly with, any acts or omissions of
SUBDIVIDER or SUBDIVIDER's agents, employees, subcontractors, officials, officers or
representatives. Upon demand. SUBDIVIDER shall, at its own expense, defend CITY and
CITY's officers, officials, employees and agents, from and against any and all such liabilities,
claims, demands, causes of action, losses, damages and costs.
4.2 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in
the plans, specifications and design of the private improvements; but does not extend to
liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a
defect in the plans, specifications or design that is a result of a change required by CITY to
SUBDIVIDER's proposed plans, specifications or design so long as such change is objected
to, in writing, by SUBDIVIDER, and the writing is filed with the City Engineer more than ten
days prior to the commencement of work.
4.3 SUBDIVIDER's obligation herein includes, but is not limited to, alleged defects in
the construction of the private improvements; alleged defects in the materials furnished in the
construction of the private improvements; alleged injury to persons or property; alleged
inverse condemnation of property or a consequence of the design, construction, or
maintenance of the work or the private improvements; and any accident, loss or damage to
the work or the private improvements prior to the approval of the construction of the private
improvements by CITY.
4.4 By approving the improvement plans, specifications and design or by inspecting
or approving the private improvements, CITY shall not have waived the protections afforded
herein to CITY and CITY's officers, officials, employees and agents or diminished the
obligation of SUBDIVIDER who shall remain obligated in the same degree to indemnify and
hold CITY and CITY's officers, officials, employees and agents, harmless as provided above.
4.5 SUBDIVIDER's obligation herein does not extend to liabilities, claims, demands,
and causes of action, losses, damages or costs that arise out of CITY's intentional wrongful
acts, CITY's violations of law, or CITY's sole active negligence.
5.0 INSURANCE
5.1 SUBDIVIDER shall obtain and maintain a policy of motor vehicle liability, public
liability, general liability and property damage insurance from an insurance company approved
by CITY and authorized to do business in the State of California, in an insurable amount of not
less than one million dollars ($1,000,000.00) for each occurrence. The insurance policy shall
provide that the policy shall remain in force during the life of this COVENANT and shall not be
cancelled, terminated, or allowed to expire without thirty- (30) days prior written notice to CITY
from the insurance company.
5.2 CITY shall be named as an additional insured on SUBDIVIDER's policies.
5.3 SUBDIVIDER shall furnish certificates of said insurance to CITY prior to
commencement of work under this AGREEMENT.
6.0 REPAIR, MAINTENANCE AND REPLACEMENT
As a condition on the approval by CITY of the satisfactory construction of the private
improvements, SUBDIVIDER shall prepare, have executed. and record a covenant, in a form
satisfactory to CITY, whereby property owners who will be served by the private improvements
will be obligated to provide for the repair, maintenance and replacement of the private
improvements and to indemnify and hold CITY and CITY's officers, officials, employees and
agents, harmless.
7.0 NOTICES
7.1 Any notices to be given under this COVENANT, or otherwise, shall be served by
certified mail.
7.2 For the purposes hereof, unless otherwise provided in writing by the parties
hereto, the address of CITY and the proper person to receive any such notice on its behalf is:
City Engineer
City of Encinitas
505 S. Vulcan Avenue
Encinitas, CA 92024
And the address of SUBDIVIDER and the proper person to receive any such notice on
Its behalf is:
BEST IN THE WEST DEVELOPMENT, LLC
10828 Rancho Bernardo Road — suite 205
San Diego, CA. 92127
8.0 SUBDIVIDER's CERTIFICATION OF AWARENESS OF IMMIGRATION
REFORM AND CONTROL ACT OF 1986
SUBDIVIDER certifies that SUBDIVIDER is aware of the requirements of the
Immigration Reform and Control Act of 1986 (8 USC SS 1101-1525) and will comply with these
requirements, including but not limited to verifying the eligibility for employment of all agents,
employees, subcontractors and consultants that are included in, satisfy the duties and
obligations contained herein.
9.0 GENERAL PROVISIONS
9.1 Neither SUBDIVIDER nor any of SUBDIVIDER's agents or contractors are or
shall be considered to be agents of CITY in connection with the performance of SUBDIVIDER's
duties and obligations under this Covenant.
9.2 Sale or other disposition of the PROPERTY will not relieve SUBDIVIDER from
the duties and obligations set forth herein.
9.3 SUBDIVIDER shall provide the improvements as an independent contractor and
in pursuit of SUBDIVIDER's independent calling, and not as an employee of CITY.
SUBDIVIDER shall not be under control of CITY except as to the result to be accomplished.
SUBDIVIDER may confer with CITY as required to perform this Covenant.
9.4 No verbal agreement or conversation with any officer, official, agent or employee
of CITY, either before, during or after the execution of this Covenant, shall effect or modify any
of the terms or obligations herein contained.
S9
Geotechnical • Geologic • Environmental
5741 Palmer Way Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915
June 6, 2003
W.O. 2924-A2-SC
Meridian Group
5230 Carroll Canyon Road, Suite 224
San Diego, California 92121
Attention: Mr. Michael Tan
Subject: Geotechnical Update, Tentative Map No. 01-090, Lake Drive, City of
Encinitas, Oceanside, San Diego County, California
Dear Mr. Tan:
In accordance with a request by Mr. Gary Larsen of BHA, Inc., GeoSoils, Inc. (GSI), has
prepared this letter for the purpose of updating our previous referenced reports (see the
Appendix). This update is based on visual observations made during a site
reconnaissance, performed on June 4, 2003, and a review of the referenced plans and
GSI's previous reports (see the Appendix), and analysis of data.
Recommendations contained in the previous reports,which are not specifically superceded
by this review,should be properly incorporated into the design and construction phases of
site development.
CONCLUSIONS AND RECOMMENDATIONS
Geotechnically, the subject site is in essentially the same condition as it appeared during
the preparation of our previous reports (see the Appendix). Based upon our review of the
current plans (see the Appendix),the proposed development of this site is consistent with
that described in our previous report (GSI, 2001). Therefore,the referenced geotechnical
reports are considered relevant and applicable to the proposed construction, except as
superceded herein.
I ; ,
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 atthattime.
LIMITATIONS
Since our report is based upon the site conditions observed, the conclusions and
recommendations are professional opinions. These opinions have been derived in
accordance with current standards of practice and no warranty is expressed or implied. The
-standard of practice is subject to change with time.
The opportunity to be of service is appreciated. If you should have an
do not hesitate to contact the undersigned. Y questions, please
Respectfully submit QQ.OFES.Sr ,
ED GFO r`���9 W. sk,
FJn IIS, Inc. ��` . p. Fqq� pO U, C3', Frl,� n'
�o eviewed by: No R0°'47857 '
No. 1340 j
Cent Nd
Mg
st CIVIL ��►�
Franklin F avid W. Skelly OF Cering Geologi 40 Civil Engineer, RC 47857
DG/JPF/DWS/jh/jk
Attachment: Appendix - References
Distribution: (2) Addressee
(2) BHA, Inc., Attention: Mr. Gary Larsen
Meridian Group
Lake Drive, Encinitas W.O.2924-A2-SC
F11e:e:lwp7\2900\2924a2 gut June 6,2003
Page 2
GeoSoiils, Inc.
APPENDIX
REFERENCES
BHA, Inc., 2003, Preliminary grading plan for Lake Drive&Street"A,'drawing no. 7828-G,
dated May 15.
GeoSoils, Inc.,2001, Slope stability analysis,tentative map no. 01-090, Lake Drive, City of
Encinitas, San Diego County, California, W.O. 2924-Al-SC, dated September 28.
2000a, Soil corrosivity test results, 10 acres on Lake Drive, A.P.N. 260-430-22,
Encinitas, California, W.O. 2924-A-SC, dated September 13.
2000b, Preliminary geotechnical evaluation, 10 acres on Lake Drive, A.P.N.
260-430-22, Encinitas, California, W.O. 2924-A-SC, dated August 28.
International Conference of Building Officials, 1997, Uniform building code,vol. 1,2,and 3,
Whittier, California.
GeoSoils, Inc.
RECORDING REQUESTED BY:
CITY OF ENCINITAS
WHEN RECORDED MAIL TO:
CITY CLERK
CITY OF ENCINITAS
505 SOUTH VULCAN AVENUE
ENCINITAS, CA 92024 THIf
CERTIFICATE OF CORRECTION
PURSUANT TO (Section 66469 of the Subdivision Map Act) (Section 8770.5 of the Land
Surveyors Act),
NOTICE IS GIVEN that City of Encinitas Tract No. 01-090 Final Mat) No. 14745 in
the City of Encinitas. County of San Diego, State of California, filed in the Office of the County
Recorder of said County, on FEBRUARY 25, 2004, is in error, and is corrected in accordance
with (Section 66469 of the Subdivision Map Act) (or Section 8770.5 of the Land Surveyor's Act)
as follows:
LIST OF CORRECTIONS
A. The LEGEND on sheet 2 of 3 is in error. It states:
The symbol 0 indicates set 2" x 24" iron pipe w/tag stamped LS 5941, unless noted below.
a 2" x 24" iron pipe w/tag stamped LS. 5770 was set at those locations, unless noted below.
The symbol A indicates set street monument(SDCRSD M— 10)stamped LS 5941.
A street monument( SDCRSD M— 10) stamped LS 5770 was set at those locations.
B. The MONUMENT NOTE on sheet of 3 is in error. It states:
a 3/4" x 18" iron pipe with a brass disc marked LS 5941 will be set at all lot comers unless
otherwise noted. In the event the above type of monument cannot be set due to unforeseen
circumstances then I will affix a tag stamped LS 5941 in concrete, wood or metal at the true
position called for on this map.
It should state:
a 3/4" x 18" iron pipe with a brass disc marked LS 5770 will be set at all lot comers unless
otherwise noted. In the event the above type of monument cannot be set due to unforeseen
circumstances then I will affix a tag stamped LS 5770 in concrete, wood, metal or a gear spike
with washer stamped LS 5770 in ashpalt at the true position called for on this map.
Page 1 of 2
I certify that the following are the names of all the present fee owners of real property affected
by such corrections.
Lot 1 Harvey Williams
Lot 2 David and Trisha Roberts
Lot 3 Chad Di Nenna and Paola Incisa
Lot 4 Dan and Tracey Tobins
Lot 5 Eric and Diane Goldschmidt
Lot 6 Jennifer Moores
Lot 7 Jack and Betty Good
CERTIFICATE OF SURVEYOR(OR ENGINEER)
I further certify that the above Certificate of Correction was prepared by or under the direction
and control of the un ned professional land surveyor, or registered civil engineer.
y�a5 ppHEERN�R��
N�
yr L.S.5770
Christopher N. Dodds L.S. 5770
EXP. G
CA
I, Leroy Bodas, Depu ity Engineer of the City of Encinitas, County of San Diego, State of
California, certify that I have examined the foregoing Certificate of Correction and I find that the
only changes shown hereon are changes provided for by (Section 66469 of the Subdivision Map
Act) (Section 8770.5 of the Land Surveyors Act).
�� ZIC- �I7
Leroy Bodas, Deputy City Engineer
RCE 22312
Page 2 of 2
i
ENGINEERING SERVICES DEPARTMENT
a Capital Improvement Projects
. . City Of District Support Services
Eminitas Field Operations
Sand Replenishment/Stormwater Compliance
Subdivision Engineering
Traffic Engineering
December 21, 2006
Attn: Lincoln General Insurance Company
501 W. Broadway
Suite 1400
San Diego, California 92101
RE: Best in the West, LLC
APN 260-430-22
CDP 01-090
Grading permit 7828-G
Final release of security
The final monuments have been set per the approved map and the Engineer of work has
been paid. Therefore, release of the security deposit is merited.
Performance Bond 6611179, in the amount of$3,000.00, is hereby fully exonerated.
The document original is enclosed.
Should you have any questions or concerns, please contact Debra Geishart at(760) 633
2779 or in writing, attention this Department.
Sincerely,
Q
Debra Geish 4ayLach
Engineering Technician Finance Manager
Subdivision Engineering Financial Services
Cc: Jay Lembach,FinanceManager
Best in the West,LLC
Debra Geishart
File
Enc.
TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper
PRELIMINARY GEOTECHNICAL EVALUATION
10 ACRES ON LAKE DRIVE, A.P.N. 260-430-22
ENCINITAS, CALIFORNIA
FOR
MERIDIAN GROUP
5230 CARROLL CANYON ROAD, SUITE 224
SAN DIEGO, CALIFORNIA 92121
W.O. 2924-A-SC AUGUST 28, 2000
Li s
✓ 1 3 2003
CITY S'," biCES
OF t•NCii'JIT,;S
Geotechnical • Geologic • Environmental
5741 Palmer Way Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915
August 28, 2000
W.O. 2924-A-SC
Meridian Group
5230 Carroll Canyon Road, Suite 224
San Diego, California 92121
Attention: Mr. Michael Tan
Subject: Preliminary Geotechnical Evaluation, 10 Acres on Lake Drive, A.P.N. 260-
430-22, Encinitas, California
Dear Mr. Tan:
In accordance with your authorization and request, GeoSoils, Inc. (GSI) has performed a
preliminary geotechnical investigation of the subject property. The purpose of the study
was to evaluate the onsite soils and geologic conditions and their effects on the proposed
site development from a geotechnical viewpoint.
EXECUTIVE SUMMARY
Based on our review of the available data (Appendix A), field exploration, laboratory
testing, and geologic and engineering analysis, the proposed development appears to be
feasible from a geotechnical viewpoint, provided the recommendations presented in the
text of this report are properly incorporated into the design and construction of the project.
The most significant elements of this study are summarized below:
• Removals of all undocumented artificial fill (localized area approximately 3 feet in
depth), topsoil/colluvium, and the upper 1 to 2 feet of weathered terrace deposits
and Torrey Sandstone are recommended. Removal depths are anticipated to be
on the order of 4 feet in areas proposed for settlement sensitive improvements.
Trash/debris contained in the artificial fill should be removed and properly disposed
of offsite.
• Based on our laboratory analysis and experience in the vicinity, soils with a very low
expansion potential exist onsite. Conventional foundations may be utilized for these
soil conditions. At the time of this report, corrosion testing results had not been
received. An addendum report presenting those results will be provided when
corrosion testing is complete.
• Subsurface water is not anticipated to affect site development, provided that
recommendations contained in this report are incorporated into final design and
construction and that prudent surface and subsurface drainage practices are
incorporated into the construction plans. Perched groundwater may be
encountered during grading, or may occur after site development.
The seismicity acceleration values provided herein should be considered during the
design of the proposed development.
The geotechnical design parameters provided herein should be considered during
project planning, design and construction by the project structural engineer and/or
architects.
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 any of the undersigned.
Respectfully submitted,
GeoSoils, Inc.
Donna Gooley CO, Na.`''�
Project Geologist Reviewed by-
Project
s
etc
ohn P. Franklin '' , ' " Albert R. Kleist
L f ,st
Engineering Geolo ist,,OE °, '• Geotechnical Engineer, GE 476
gi 9 g _
DG/JPF/ARK/sw
Distribution: (4) Addressee
Meridian Group W.O. 2924-A-SC
He:eawp7\29W\2924a.P9e Page Two.
GeoSoils, Inc.
TABLE OF CONTENTS
SCOPE OF SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
FIELDSTUDIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
REGIONAL GEOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
�._ EARTH MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Undocumented Artificial Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Topsoil/Colluvium . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Terrace Deposits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Torrey Sandstone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
GEOLOGIC STRUCTURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
FAULTING AND REGIONAL SEISMICITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Faulting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Seismic Shaking Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
GROUNDWATER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
LIQUEFACTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
OTHER GEOLOGIC HAZARDS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
LABORATORY TESTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Laboratory Standard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
Direct Shear Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Expansion Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Corrosivity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
DISCUSSION AND CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Earth Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Expansion Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Corrosion/Sulfate Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Subsurface and Surface Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Regional Seismic Activity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
GeoSoils, Inc.
EARTHWORK CONSTRUCTION RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . 12
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Removals (Unsuitable Surficial Materials) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Fill Placement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Slope Consideration and Slope Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Erosion Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Remedial Earthwork - Lot Capping and Cut/Fill Transitions . . . . . . . . . . . . . . . . 14
General Guidelines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
FOUNDATION RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
Preliminary Foundation Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
Bearing Value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
Lateral Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
Very Low to Low Expansion Potential ( Expansion Index 0 to 50) . . . . . 17
CORROSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
CONVENTIONAL RETAINING WALL RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . 18
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
Restrained Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
Wall Backfill and Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . 19
Retaining Wall Footing Transitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
FLATWORK AND ASSOCIATED IMPROVEMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
TileFlooring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Gutters and Downspouts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Exterior Slabs and Walkways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
- ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA . . . . . . . . . . . . . . . . 25
Additional Site Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Landscape Maintenance and Planting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
Footing Trench Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
Trench Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
PLANREVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
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FIGURES:
Figure 1 - Site Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
Figure 2 -Test Pit Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Figure 3 - California Fault Map • • • • • • • • • • • • •
Figure 4 - Schematic of Site Wall Drain Option A . . . . . . . . . . . . . . . . . . . . . . . . 20
Figure 5 -Schematic of Site Wall Drain Option B . . . . . . . . . . . . . . . . . . . . . . . . 21
Figure 6 - Schematic of Site Wall Drain Option C . . . . . . . . . . . . . . . . . . . . . . . . 22
ATTACHMENTS:
Appendix A- References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Appendix B - Boring Logs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text
Appendix C - General Earthwork and Grading Guidelines . . . . . . . . . Rear of Text
Meridian Group Table of Contents
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PRELIMINARY GEOTECHNICAL EVALUATION
10 ACRES ON LAKE DRIVE, A.P.N. 260-430-22
ENCINITAS, CALIFORNIA
SCOPE OF SERVICES
The scope of our services has included the following:
1. Review of available soils and geologic data for the site area (Appendix A).
2. Geologic site reconnaissance and geologic mapping.
3. Subsurface exploration consisting of six exploratory test pits, using a backhoe, for
geotechnical logging and sampling (Appendix B).
4. Pertinent laboratory testing of representative soil samples collected during our
subsurface exploration program.
5. General areal seismicity and liquefaction evaluation.
6. Appropriate engineering and geologic analysis of data collected and preparation
of this report.
SITE DESCRIPTION
The site consists of a square-shaped parcel, located on the east side of Lake Drive south
of Birmingham Drive in the City of Encinitas, California (see Figure 1). The site was
formerly used for agriculture and is currently vacant and undeveloped. Topography on the
site gently slopes to the southwest with a nearly vertical natural eroded slope (up to 20 feet
high) transecting the mid-portion of the site. Elevation at the site ranges from
approximately 260 feet to 300 feet above mean sea level.
PROPOSED DEVELOPMENT
It is our understanding that the proposed development would consist of grading to create
pads for seven single-family residences. Fill slopes on the order of 15 feet in height and
cut slopes approximately 5 feet in height, at an inclination of 2:1 (horizontal to vertical), or
flatter, are proposed. It is also our understanding that the construction would utilize wood-
frame or masonry-block construction with slab-on-grade floors. Building loads are
assumed to be typical for this type of relatively light construction. Sewage disposal is
anticipated to tie into the municipal system.
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SITE LOCATION s
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FIELD STUDIES
Field studies conducted during our evaluation of the property for this study consisted of
geologic reconnaissance, geologic mapping, and excavation of six exploratory test pits
with a backhoe for evaluation of near-surface soil and geologic materials. The test pits
were logged by a geologist from our firm, who collected representative samples from the
excavations for appropriate laboratory testing. The logs of the test pits are presented in
Appendix B. Test pit locations are presented on Figure 2.
REGIONAL GEOLOGY
The site is located in Peninsular Ranges geomorphic province of California. The
Peninsular Ranges are characterized by northwest-trending, steep, elongated ranges and
valleys. The Peninsular Ranges extend north to the base of the San Gabriel Mountains and
south into Mexico to Baja California. The province is bounded by the east-west trending
Transverse Ranges geomorphic province to the north and northeast, by the Colorado
Desert geomorphic province to the southeast, and by the Continental Borderlands
geomorphic province to the west. In the Peninsular Ranges, sedimentary and volcanic
units discontinuously mantle the crystalline bedrock, alluvial deposits have filled in the
lower valley areas, and young marine sediments are currently being deposited/eroded in
the coastal and beach areas.
EARTH MATERIALS
Earth materials underlying the site consist of undocumented artificial fill, topsoil/colluvium,
Quaternary-age terrace deposits, and the Tertiary-age Torrey Sandstone. These earth
materials are described below:
Undocumented Artificial Fill
A localized area of undocumented artificial fill with trash/debris was encountered in test pit
TPA located centrally on the property in a drainage. The trash/debris consisted of
ri- landscape debris and aluminum cans. The soils consisted of brown, dry to damp, loose
to .medium dense, silty sand. These soils are not considered suitable for support of
settlement sensitive improvements in their existing state. The trash/debris should be
removed and properly disposed of offsite.
Topsoil/Colluvium
A thin veneer of topsoil/colluvium covers the majority of the site. These soils consisted of
brown, dry, loose, silty sand. Accordingly, this unit is not considered suitable for support
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Tt Tertiary Torrey Sandstone
Approximate location of geologic contact No Scale
Approximate location of exploratory test pit Base map provided by client
TEST PIT LOCATION MAP
Figure 2
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Geotechnical * Geologic - Environmental
_ _ ___
- of settlement sensitive improvements it its existing state (i.e., without removal and
compaction).
Terrace Deposits
The Quaternary-age terrace deposits (Tan and Kennedy, 1996) were encountered along
the west and southwest portions of the property. These sediments generally consist of
brown to orange brown; silty sandstone. Several cobble layers were encountered in these
deposits. These sediments were damp to moist and medium dense to dense with depth.
Generally, the upper 1 to 2 feet of these deposits are weathered and should be removed
and recompacted.
Torrey Sandstone
The Tertiary-age Torrey Sandstone was encountered through the central portion of the
property and underlying the terrace deposits. Onsite, this formation consists of brown,
damp, dense, silty sandstone. These materials are moderately cemented and considered
competent for support of settlement sensitive improvements.
- GEOLOGIC STRUCTURE
The terrace deposits are generally massively to thickly bedded, and are relatively flat lying.
The Torrey Sandstone is generally thickly bedded and subhorizontal.
FAULTING AND REGIONAL SEISMICITY
Faulting
The site is situated in an area of active as well as potentially-active faults. Our review
indicates that there are no known active faults'crossing the site within the areas proposed
for development (Jennings, 1994), and the site is not within an Earthquake Fault Zone
(Hart and Bryant, 1997).
There are a number of faults in the southern California area that are considered active and
would have an effect on the site in the form of ground shaking, should they be the source
of an earthquake. These include--but are not limited to--the San Andreas fault, the San
Jacinto fault,the Elsinore fault,the Coronado Bank fault zone, and the Newport-Inglewood
- Rose Canyon fault zone. The location of these and other major faults relative to the site
are indicated on Figure 3. The possibility of ground acceleration or shaking at the site may
be considered as approximately similar to the southern California region as a whole.
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0 50 100
SCALE
\ (Miles)
SAN FRANCISCO
L GE S
SITE LOCATION (+):
------------ Q
Latitude — 33.0220 N
- Longitude — 117.2658 W
10 Acres, Lake Drive
CALIFORNIA FAU L P
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-- The following table lists the major faults and fault zones in southern California that could
have a significant effect on the site should they experience significant activity.
ABBREVIATED APPROXIMATE DISTANCE
FAULT NAME ---MILES KM
Coronado Bank-A ua Blanca 19 30
N Elsinore 28 46
La Nacion 14 23
Newport-Inglewood-Offshore 13 21
Rose Canyon 4 6
San Diego Trough-Bahia Sol 29 46
Seismicity
The acceleration-attenuation relations of Joyner and Boore (1982) and Campbell and
Bozorgnia (1994) have been incorporated into EQFAULT (Blake, 1997). For this study,
peak horizontal ground accelerations anticipated at the site were determined based on the
random mean and mean plus 1 sigma attenuation curves developed by Joyner and Boore
(1982)and Campbell and Bozorgnia (1994). These acceleration-attenuation relations have
been incorporated in EQFAULT, a computer program by Thomas F. Blake (1997), which
performs deterministic seismic hazard analyses using up to 150 digitized California faults
as earthquake sources. The program estimates the closest distance between each fault
and a user-specified file. If a fault is found to be within a user-selected radius,the program
estimates peak horizontal ground acceleration that may occur at the site from the upper
bound ("maximum credible") and "maximum probable" earthquakes on that fault. Site
acceleration as a percentage of the acceleration of gravity (g) is computed by any of the
14 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based
on the above, peak horizontal ground accelerations from an upper bound event may be
on the order of 0.53 g to 0.80 g, and a maximum probable event may be on the order of
0.38 g to 0.46 g on the Rose Canyon fault zone, located approximately 4 miles from the
subject site.
Seismic Shaking Parameters
Based on the site conditions, Chapter 16 of the Uniform Building Code (International
Conference of Building Officials, 1997) and Peterson and others (1996), the following
seismic parameters are provided.
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~- Seismic zone (per Figure 16-2*) 4
Seismic Zone Factor (per Table 16-1*) 0.40
Soil Profile Type (per Table 16-J*) Sc
Seismic Coefficient C,(per Table 16-Q*) 0.40NA
- Seismic Coefficient Cv(per Table 16-R*) 0.56N„
Near Source Factor NA (per Table 16-S*) 1.0
Near Source Factor N„(per Table 16-T*) 1.15
Seismic Source Type (per Table 16-U*) B
Distance to Seismic Source 3.9 mi.(6.3 km)
Upper Bound Earthquake Mw 6.9
* Fi ure and table references from Chapter 16 of the Uniform Buildin Code 1997 .
GROUNDWATER
Groundwater was not encountered during our investigation. Subsurface water is not
anticipated to adversely affect site development, provided that the recommendations
contained in this report are incorporated into final design and construction. These
observations reflect site conditions at the time of our investigation and do not preclude
future changes in local groundwater conditions from excessive irrigation, precipitation, or
that were not obvious, at the time of our investigation.
W Perched groundwater conditions along fill/bedrock contacts and along zones of
contrasting permeabilities should not be precluded from occurring in the future due to site
irrigation, poor drainage conditions, or damaged utilities. Should perched groundwater
-- conditions develop, this office could assess the affected area(s) and provide the
appropriate recommendations to mitigate the observed groundwater conditions.
LIQUEFACTION
Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by
earthquake-induced ground motion, create excess pore pressures in soils. The soils may
thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand
boils, consolidation and settlement of loose sediments, and other damaging deformations.
This phenomenon occurs only below the water table; but after liquefaction has developed,
it can propagate upward into overlying, non-saturated soil as excess pore water dissipates.
Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is
virtually unknown below a depth of 60 feet.
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Liquefaction susceptibility is related to numerous factors and the following conditions
should be present for liquefaction to occur: 1) sediments must be relatively young in age
and not have developed a large amount of cementation: 2) sediments generally consist
of medium to fine grained relatively cohesionless sands; 3) the sediments must have low
relative density; 4) free groundwater must be present in the sediment; and 5) the site must
experience a seismic event of a sufficient duration and magnitude, to induce straining of
soil particles.
Inasmuch as two or three of these five concurrent conditions do not have the potential to
affect the site and the entire site is underlain by dense formational materials, our evaluation
indicates that the potential for liquefaction and associated adverse effects at the surface
-..- of the site is low, provided our recommendations are implemented.
OTHER GEOLOGIC HAZARDS
United States Department of Agriculture 1953 aerial photographs (USDA, 1953) were
reviewed for the site. The site was undeveloped at this time and there were no indications
of paleoseismicity or fault activity(i.e., lineations, mima mounds, etc.), nor of landslides or
related features.
LABORATORY TESTING
Laboratory tests were performed on representative samples of representative site earth
materials in order to evaluate their physical characteristics. Test procedures used and
results obtained are presented below.
Classification
Soils were classified visually in accordance with ASTM D-2487. The soil classifications are
shown on the test pit logs, Appendix B.
Laboratory Standard
The maximum density and optimum moisture content was determined for the major soil
type encountered in the test pits. The laboratory standard used was ASTM D-1557. The
moisture-density relationship obtained for this soil is shown on the following table:
MAXIMUM DENSITY OPTIMUM MOISTURE
LOCATION ' SOIL'TYPE 1 13c
TP-1 @ 2-3' Silty SAND,Oran a Brown 128.5 10.0
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Direct Shear Tests
Shear testing was performed on a representative undisturbed sample of Torrey Sandstone
in general accordance with ASTM test method D-3080. Test results are presented on the
following table.
LOCATION COHESION s INTERNAL FRICTION (degrees)
FTP-6_@ 2-3' 285 30
Expansion Potential
Expansion index testing was performed on representative samples of site terrace deposits
in general accordance with Standard 18-2 of the Uniform Building Code (UBC). Results
are presented in the following table.
LOCATION SOIL TYPE EXPANSION INDEX FJ(PANSION POTENTIAL
TP-1 @ 2-3' Silty SAND, Orange Brown 0 Ve Low
Corrosivity
Laboratory test results for soluble sulfates, pH, and corrosion to metals have not been
received as of the date of this report. Testing will be presented as an addendum upon
receipt of the results. Upon completion of grading, additional testing of soils (including
import materials) should be considered prior to the construction of utilities and
foundations. Based upon the test results, further evaluation by a qualified corrosion
-- engineer may be considered.
DISCUSSION AND CONCLUSIONS
General
Based on our field exploration, laboratory testing and geotechnical engineering analysis,
it is our opinion that the subject property appears suitable for the proposed residential
development from a geotechnical engineering and geologic viewpoint, provided that the
recommendations presented in the following sections are incorporated into the design and
construction phases of site development. The primary geotechnical concerns with respect
to the proposed development on the site are:
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• Depth to competent bearing material.
• Expansion and corrosion potential of site soils.
• Subsurface and perched water.
• Regional seismic activity.
The recommendations presented herein consider these as well as other aspects of the site.
The engineering analyses performed concerning site preparation and the
recommendations presented herein have been completed using the information provided
and obtained during our field work. In the event that any significant changes are made to
proposed site development, the conclusions and recommendations contained in this
report shall not be considered valid unless the changes are reviewed and the
recommendations of this report verified or modified in writing by this office. Foundation
design parameters are considered preliminary until the foundation design, layout, and
structural loads are provided to this office for review.
Earth Materials
Topsoil/Colluvium overlies the majority of the site to a depth of 1 to 2 feet. These soils are
not considered suitable for support of settlement sensitive improvements in their existing
state (i.e., without removal and recompaction). Approximately 3 feet of undocumented
- artificial fill containing trash/debris has been placed (dumped) in a localized area onsite.
The trash/debris should be removed from the site and properly disposed of and the
remaining soil removed and recompacted. Terrace deposits and Torrey Sandstone.will be
encountered during site earthwork. The upper 1 to 2 feet of these materials are weathered.
Recommendations for the treatment of the upper weathered 1 to 2 feet are presented in
the earthwork section of this report. Removals of about 4 feet should be anticipated
L generally across the site in areas proposed for settlement sensitive improvements.
Expansion Potential
Our laboratory test results indicate that soils with a very low expansion potential underlie
the site. This should be considered during project design. Foundation design and
construction recommendations are provided herein for very low and low expansion
potential classifications.
Corrosion/Sulfate Testing
Typical samples of the site materials were analyzed for corrosion/sulfate potential. The
testing included determination of pH, soluble sulfates, and saturated resistivity. At the time
of this report the results were not received. An addendum to this report will be issued
when results are received.
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Subsurface and Surface Water
Subsurface and surface water, as discussed previously, are not anticipated to significantly
affect site development, provided that the recommendations contained in this report are
incorporated into final design and construction and that prudent surface and subsurface
drainage practices are incorporated into the construction plans. Perched groundwater
conditions along fill/bedrock contacts and along zones of contrasting permeabilities,
should not be precluded from occurring in the future due to site irrigation, poor drainage
conditions, or damaged utilities. Should perched groundwater conditions develop, this
office could assess the affected area(s) and provide the appropriate recommendations to
mitigate the observed groundwater conditions.
The groundwater conditions observed and opinions generated were those at the time of
our investigation. Conditions may change with the introduction of irrigation, rainfall, or
other factors that were not obvious at the time of our investigation.
Regional Seismic Activity
The seismicity acceleration values provided herein should be considered during the design
of the proposed development.
EARTHWORK CONSTRUCTION RECOMMENDATIONS
General
All grading should conform to the guidelines presented in Appendix Chapter A33 of the
Uniform Building Code (adopted and current edition), the requirements of the City of
Encinitas, and the Grading Guidelines presented in this report as Appendix C, except
where specifically superseded in the text of this report.. Prior to grading, GSI's
representative should be present at the preconstruction meeting to provide additional
- grading guidelines, if needed, and review the earthwork schedule. Earthwork beyond the
limits of the surficial, remedial overexcavations or those indicated on the grading plan
should be reviewed by the geologist and/or geotechnical consultant prior to and following
these additional removals.
During earthwork construction all site preparation and the general grading procedures of
the contractor should be observed and the fill selectively tested by a representatives) of
GSI. If unusual or unexpected conditions are exposed in the field or if modifications are
proposed to the rough grade or precise grading plan, they should be reviewed by this
office and if warranted, modified and/or additional recommendations will be offered. All
applicable requirements of local and national construction and general industry safety
orders, the Occupational Safety and Health Act, and the Construction Safety Act should
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- be met. GSI does not consult in the area of safety engineering. Excavations into the
granular material on this site may be unstable.
Site Preparation
Debris, vegetation, and other deleterious material should be removed from the
improvement(s) area prior to the start of construction.
Removals (Unsuitable Surficial Materials)
Removals should consist of all undocumented artificial fill, topsoil/colluvium, the upper 1
to 2 feet of weathered terrace deposits and Torrey Sandstone to competent materials
within areas proposed for settlement-sensitive improvements. Removals should be
completed below a 1:1 (horizontal to vertical) projection down and away from the bottom
outside edge of any settlement-sensitive improvement or fill area.
Once these materials are removed,the bottom of the excavations should be observed and
approved by a representative of GSI. The bottom areas approved to receive fill should be
scarified in two perpendicular directions and moisture conditioned (at or above the soils
optimum moisture content) to a depth'of 12 inches and compacted to a minimum 90
percent relative compaction. At that time, the removed existing earth materials may be re-
used as fill, provided the materials are moisture conditioned at or above the soils optimum
moisture and compacted in accordance with the recommendations of this report.
Fill Placement
Subsequent to ground preparation, onsite soils may be placed in thin (6±inch) lifts,
cleaned of vegetation and debris, brought to a least optimum moisture content, and
compacted to achieve a minimum relative compaction of 90 percent.
If fill.materials are imported to the site, the proposed import fill should be submitted to
GSI, so laboratory testing can be performed to verify that the intended import material is
compatible with onsite material. At least three business days of lead time should be
allowed by builders or contractors for proposed import submittals. This lead time will allow
for particle size analysis, specific gravity., relative compaction, expansion testing, and
blended import/native characteristics as deemed necessary.
Slope Considerations and Slope Design
All slopes should be designed and constructed in accordance with the minimum
requirements of the City of Encinitas, the recommendations in Appendix C, and the
following:
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- 1. Fill slopes up to 15 feet should be designed and constructed at a 2:1 (horizontal to
vertical) gradient or flatter. Fill slopes should be properly built and compacted to
a minimum relative compaction of 90 percent throughout, including the slope
surfaces. Guidelines for slope construction are presented in Appendix C.
2. Cut slopes up to 5 feet in height should be designed at gradients of 2:1. While
stabilization of such slopes is not anticipated, locally adverse geologic conditions
(i.e., daylighted joints/fractures or severely weathered bedrock) may be
encountered which may require remedial grading or laying back of the slope to an
angle flatter than the adverse geologic condition.
3. Local areas of highly to severely weathered bedrock may be present. Should these
materials be exposed in cut slopes, the potential for long term maintenance or
possible surficial slope failure exists. Evaluation of cut slopes during grading would
- be necessary in order to identify any areas of severely weathered bedrock or non-
cohesive sands. Should any of these materials be exposed during construction,the
soils engineer/geologist, would assess the magnitude and extent of the materials
- and their potential affect on long-term maintenance or possible slope failures.
Recommendations would then be made at the time of the field inspection.
4. Cut slopes should be mapped by the project engineering geologist during grading
to allow amendments to the recommendations should exposed conditions warrant
alteration of the design or stabilization.
Erosion Control
Onsite soils and bedrock materials have a moderate erosion potential. Use of hay bales,
silt fences, and/or sandbags should be considered, as appropriate during construction.
Temporary grades should be constructed to drain at a minimum of 1 to 2 percent to a
suitable temporary or permanent outlet. Precise grades should be evaluated by the design
civil engineer to reduce concentrated flows to less than 6 feet per second and into lined
or landscaped swales. Evaluation of cuts during grading will be necessary in order to
identify any areas of loose or non-cohesive materials. Should any significant zones be
encountered during earthwork construction, additional remedial grading may be
recommended; however, only the remedial measures discussed herein are anticipated at
this time.
Remedial Earthwork - Lot Capping and Cut/Fill Transitions
General Guidelines
For uniform foundation support conditions, as well as to facilitate subdrainage, and utility
placement, trenching and future lot improvements, the cut portion of lots with plan
transitions should be overexcavated in order to provide a minimum three (3)foot thick fill
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blanket utilizing low expansive materials. Cut lots exposing claystones (if present) and/or
heterogeneous soil conditions (i.e., clay/sand, fractures, etc.) should also be
overexcavated a minimum of 3 feet below grade. Overexcavation should occur on fill lots
where proposed cuts to achieve finish grade will decrease existing fill materials to below
the recommended cap thickness. Overall,the amount of overexcavation should be based
upon field conditions encountered during grading; however, a general discussion is
provided in this text. The developer should be consulted as to the quality of capping
materials they require.
Care should be taken to avoid placing expansive soils or highly rocky (in cobble layers of
the terrace deposits) materials within 3 feet of finish grade. Areas where proposed fills are
_.. less than three (3) feet thick should be overexcavated in order to provide the
recommended minimum fill cap thickness. For uniform support, the cut portion of pads
should be overexcavated to a minimum depth of three (3) feet below proposed pad grade
- or 1/3(D) where (D) is the maximum fill depth beneath the foundation system for the
structure, whichever is greater. Once the overexcavation is completed, the exposed
bottom should be scarified to a minimum depth of eight (8) inches (if feasible), moisture
- conditioned and compacted to a minimum 90 percent relative compaction.
Overexcavations should be completed for a minimum lateral distance of 5 feet beyond the
lot or below a 1:1 projection down and away from the exterior foundation elements to the
elevation of suitable material, whichever is greater.
FOUNDATION RECOMMENDATIONS
In the event that the information concerning the proposed development is not correct or
any changes in the design, location, or loading conditions of the proposed structures are
made,the conclusions and recommendations contained in this report are for the subject
parcel only and shall not be considered valid unless the changes are reviewed and
conclusions of this report are modified or approved in writing by this office.
The information and recommendations presented in this section are considered minimums
and are not meant to supersede design(s) by the project structural engineer or civil
engineer specializing in structural design. Upon request, GSI could provide additional
consultation regarding soil parameters, as related to foundation design. They are
considered preliminary recommendations for proposed construction, in consideration of
our field investigation, laboratory testing, and engineering analysis.
Preliminary Foundation Design
Our review, field work, and laboratory testing indicates that onsite soils have a very low
expansion potential. Final foundation recommendations should be provided at the
conclusion of grading based on laboratory testing of fill materials exposed at finish grade.
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Bearing Value
1. The foundation systems should be designed and constructed in accordance with
- guidelines presented in the latest edition of the Uniform Building Code.
2. An allowable bearing value of 1500 pounds per square foot may be used for design
of continuous footings 12 inches wide and 12 inches deep and for design of
isolated pad footings 24 inches square and 24 inches deep founded entirely into
compacted fill or competent bedrock material and connected by grade beam or tie
beam in at least one direction. This value may be increased by 20 percent for each
additional 12 inches in depth to a maximum value of 2500 pounds per square foot.
The above values may be increased by one-third when considering short duration
seismic or wind loads. No increase, in bearing,for footing width is recommended.
u Lateral Pressure
1. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a
concrete to soil contact when multiplied by the dead load.
2. Passive earth pressure may be computed as an equivalent fluid having a density of
-- 250 pounds per cubic foot with a maximum earth pressure of 2500 pounds per
square foot.
3. When combining passive pressure and frictional resistance, the passive pressure
component should be reduced by one-third.
4. All footings should maintain a minimum 7-foot horizontal setback from the base of
the footing to any descending slope.-This distance is measured from the footing
face at the bearing elevation. Footings should maintain a minimum horizontal
setback of H/3 (H = slope height) from the base of the footing to the descending
slope face and no less than 7 feet nor need be greater than 40 feet. Footings
adjacent to unlined drainage swales should be deepened to a minimum of 6 inches
below the invert of the adjacent unlined swale. Footings for structures adjacent to
retaining walls should be deepened so as to extend below a 1:1 projection from the
- heel of the wall. Alternatively, walls may be designed to accommodate structural
loads from buildings or appurtenances as described in the retaining wall section of
this report.
Construction
The following foundation construction recommendations are presented as a minimum
criteria from a soils engineering standpoint. The onsite soils expansion potentials are
generally in the Very Low to Low (expansion index 0 to 50) range.
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L Very Low to Low Expansion Potential (Expansion Index 0 to 50)
1. Exterior and interior footings should be founded at a minimum depth of 12 inches
for one-story floor loads, and 18 inches below the lowest adjacent ground surface
for two-story floor loads. All footings should be reinforced with two No. 4 reinforcing,
bars, one placed near the top and one placed near the bottom of the footing.
Footing widths should be as indicated in the Uniform Building Code (International
Conference of Building Officials, 1997).
2. A grade beam, reinforced as above, and at least 12 inches wide should be provided
across large (e.g. doorways) entrances. The base of the grade beam should be at
the same elevation as the bottom of adjoining footings.
3. Residential concrete slabs, where moisture condensation is undesirable, should be
underlain with a vapor barrier consisting of a minimum of 6 mil polyvinyl chloride or
equivalent membrane with all laps sealed. This membrane should be covered
above and below with a minimum of 2 inches of sand (total of 4 inches) to aid in
uniform curing of the concrete and to protect the membrane from puncture.
4. Residential concrete slabs should be a minimum of 4 inches thick, and should be
reinforced with No. 3 reinforcing bar at 18 inches on center in both directions, per
the UBC. All slab reinforcement should be supported to ensure placement near the
vertical midpoint of the concrete. "Hooking" is not considered an acceptable
method of positioning the reinforcement.
5. Residential garage slabs should be reinforced as above and poured separately from
the structural footings and quartered with expansion joints or saw cuts. A positive
separation from the footings should be maintained with expansion joint material to
permit relative movement.
6. Presaturation is not required for these soil conditions. The moisture content of the
subgrade soils should be equal to or greater than optimum moisture content in the
slab areas. Prior to placing visqueen or reinforcement, soil moisture content should
be verified by this office within 72 hours of pouring slabs.
CORROSION
At the time of this report the results were not received. An addendum to this report will be
issued when results are received. Upon completion of grading,testing of soils for corrosion
to concrete and metals (including import materials) should be considered prior to the
construction of utilities and foundations. Alternative methods and additional comments
may be obtained from a qualified corrosion engineer.
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CONVENTIONAL RETAINING WALL RECOMMENDATIONS
General
The equivalent fluid pressure parameters provide for the use of very low expansive select
granular backfill to be utilized behind the proposed walls. The very low expansive granular
backfill should be provided behind the wall at a 1:1 (h:v) projection from the heel of the
foundation system. Very low expansive fill is Class 3 aggregate baserock or Class 2
permeable rock. Wall backfilling should be performed with relatively light equipment within
the same 1:1 projection (i.e., hand tampers, walk behind compactors). Highly expansive
soils should not be used to backfill any proposed walls. During construction, materials
.. should not be stockpiled behind nor in front of walls for a distance of 2H where H is the
height of the wall.
Foundation systems for any proposed retaining walls should be designed in accordance
with the recommendations presented in the Foundation Design section of this report.
Building walls, below grade, should be water-proofed or damp-proofed, depending on the
-- degree of moisture protection desired. All walls should be properly designed in
accordance with the recommendations presented below.
Some movement of the walls constructed should be anticipated as soil strength
parameters are mobilized. This movement could cause some cracking depending upon
the materials used to construct the wall. To reduce the potential for wall cracking, walls
should be internally grouted and reinforced with steel. To mitigate this effect, the use of
vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls
should be employed. Vertical expansion control joints should be infilled with a flexible
grout. Wall footings should be keyed or doweled across vertical expansion joints. Walls
should be internally grouted and reinforced with steel.
Restrained Walls
--. Any retaining walls that will be restrained prior to placing and compacting backfill material
or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid
pressures (EFP) of 65 pcf, plus any applicable surcharge loading. Expansive soils should
not be used as backfill, only granular (very low expansive) backfill should be used. For
areas of male or re-entrant corners, the restrained wall design should extend a minimum
distance of twice the height of the wall laterally from the corner.
Building walls below grade or greater than 2 feet in height should be water-proofed or
damp-proofed, depending on the degree of moisture protection desired. The wall should
be drained as indicated in the following section. For structural footing loads within the 1:1
zone of influence behind wall backfill, refer to the following section.
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= Cantilevered Walls
These recommendations are for cantilevered retaining walls up to 10 feet high. Active
earth pressure may be used for retaining wall design, provided the top of the wall is not
restrained from minor deflections. An empirical equivalent fluid pressure approach may
be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights
are provided for specific slope gradients of the retained material. These do not include
other superimposed loading conditions such as traffic, structures, seismic events,
expansive soils, or adverse geologic conditions.
If traffic is within a distance H behind any wall or a 1:1 projection from the heel of the wall
foundation a pressure of 100 psf per foot in the upper 5 feet should be used. Structural
loads from adjacent properties and their influence on site walls should be reviewed by the
structural engineer, if within a 1:1 projection behind any site wall. However,for preliminary
planning purposes, one third of the footing contact pressure should be added to the wall
in pounds per square foot below the bearing elevation and for a distance of three times the
footing width along the wall alignment. Alternatively, a deepened footing beyond the 1:1
projection (up from the heel) behind the wall may be utilized.
SURFACE SLOPE OF RETAINED EQUIVALENT FLUID WEIGHT FOR
MATERIAL'horizontal to vertical NON-EXPANSIVE SOIL*
Level** 40
2 to 1 55
*To be increased by traffic, structural surcharge and seismic loading as needed.
**Level walls are those where grades behind the wall are level for a distance of 2H.
Wall Backfill and Drainage
All retaining walls should be provided with an adequate backdrain and outlet system
(a minimum two outlets per wall and no greater than 100 feet apart), to prevent buildup of
hydrostatic pressures and be designed in accordance with minimum standards presented
herein. See site wall drain options (Figure 4, Figure 5, and Figure 6). Drain pipe should
consist of 4-inch diameter perforated schedule 40 PVC pipe embedded in gravel. Gravel
used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of 3/9-
to 1-inch clean crushed rock wrapped in filter fabric (Miradrain 140 or equivalent) and 12
inches thick behind the wall. Where the void to be fitted is constrained by lot lines or
property boundaries,the use of panel drains (Mirafi 5000 or equivalent) may be considered
with the approval of the project geotechnical engineer. The surface of the backfill should
be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction
with native soil. Proper surface drainage should also be provided. Weeping of the walls
in lieu of a backdrain is not recommended for walls greater than 2 feet in height. For walls
Meridian Group W.O. 2924-A-SC
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Cap drain (cut off)
2 �18" below soil line
Waterproofing
Site retaining wall
(structural design
Manufactured drainage by others)
Geocomposite drain
( Mira drain 5000 or
equivalent )
Note: Filter fabric wraps completely Pavement section per
around perforated pipe and GSI recommendations
behind core material, core
material wraps beneath Parking lot
bottom of pipe. surface
4" dia. mitt. perforated o°�o°60 °oo°o oao�'o o
pipe placed with holes
down and sloped at 1 -2%
to suitable outlet
0
- o ° U ° '. d D o �o D o
o d , i 4UC° d Q O U �o
p , d
4" min. granular material o
(class 2 permeable or
3/8-1 " clean crushed o o
rock wrapped in a
filter fabric)
Wall footing
(designed by others)
LOS ANGELES CO.
RIVERSIDE CO.
ORANGE CO.
:a SAN DIEGO CO.
SCHEMATIC OF
SITE WALL DRAIN
OPTION A !4
UW-0. 2924"A-SC DATE 8 LE
I
w �\
Cap drain (cut off)
�\ 1 �18' below soil line
2
Waterproofing
12" thick (min.) drain rock Site retaining wall
(class 2 permeable) or • • t
• °,' (structural design
other acceptable„ granular by others)
material, 1/8-1 clean ;•
crushed rock wrapped in r."• •.sf
a filter fabric (Mirafi 140 ? "
or equivalent) �%' Pavement section per
GSI recomendations
4 dia. min. perforated •• Parking lot
surface
pipe placed with holes
down and sloped at 1 —2% '
to a suitable outlet ! ' -------1110—
• �o o 0 0 W a
7 °
°
4" Min. d d d�.° 1 Ia ' • 1 °/ .
v •
.._ Ir 'r 1 Ir o 1 Ir : Ir Ir it r Ir 1, o • o • a
4' Min. 0 1 °
4 Min. Ir .. 1 1 ° ° ° ° . r a ° C.
d° r n o r ° e dO
\--woAt footing
(designed loy others)
LOS ANGELES CO.
RIVERSIDE CO.
• ORANGE CO.
SAN DIEGO CO.
-- SCHEMATIC OF
SITE WALL DRAIN
OPTION B Pw�s
W.O. M24-A-SC DATE 8/00 SCALE
I
/�V�\
Ca drain (cut off)
�j�\ 1 18P below soil line
If finished surface is within 2
8" of top of footing wall drains
shall be at 6' intervals along
the length of the wall and
located at the level of the
bottom course of block. The ' ';.',• ;+'�
drains shall be 4" in diameter. •• �'> Site retaining wall
%�•;;";:• (structural design
by others)
24" thick (min.) drain rock ° `f
(class 2 permeable) or Pavement section per
other acceptable granular GSI recomendations
material, 1/8-1 " clean '
crushed rock wrapped in 4" dia. pipe
a filter fabric (Mirafi 140 • ' p p
or equivalent) `-• -. . ;
Parking lot
surface
Waterproofing °
.o r.;O" °o•p o 0W.S
oa •0
...._ Ir -• i Ir
.01 1.6 ` ol o od �° ° 1 Ij �• � ( � °/ • • e
1 1 '0 1 0 r 1 0 v .
Ir "r 1 Ir l r 1 { r Ir • °•. 1 1 r O Ir o o . a
j o . r 11 o d o n 1 0 D 1 0
o dot r r Cr 'o 7 �) ° • p° ( oo .0 0 • / e
._. 1• rde � ° da do r ° ° r •o s do•
Wall f ooting
(designed by others)
LOS ANGELES CO.
RIVERSIDE Co.
• ORANGE CO.
SAN DIEGO CO.
SCHEMATIC OF
SITE WALL DRAIN
OPTION C �6
W.O. 2924A-SC DATE 8/00 SCALE
I
2 feet or less in height, weepholes should be no greater than 6 feet on center in the bottom
coarse of block and above the landscape zone.
A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete,
behind the top of the walls with sloping backfill should be considered to reduce the
potential for surface water penetration. For level backfill,the grade should be sloped such
that drainage is toward a suitable outlet at 1 to 2 percent.
Retainina Wall Footing Transitions
Site walls are anticipated to be founded on footings designed in accordance with the
recommendations in this report. Wall footings may transition from formational bedrock to
select fill. If this condition is present the civil designer may specify either:
a) If transitions from bedrock to select fill transect the wall footing alignment at an
angle of less than 45 degrees (plan view), then the designer should perform a
minimum 2-foot overexcavation for a distance of two times the height of the wall and
increase overexcavation until such transition is between 45 and 90 degrees to the
wall alignment.
b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints
or crack control joints) such that an angular distortion of 1/360 for a distance of 2H
(where H=wall height in feet) on either side of the transition may be
accommodated. Expansion joints should be sealed with a flexible, non-shrink
grout.
c) Embed the footings entirely into a homogeneous fill.
FLATWORK AND ASSOCIATED IMPROVEMENTS
- 1. Planters and walls should not be tied to building(s).
2. Driveways, sidewalks, and patios adjacent to the building(s) should be separated
from the building(s) with thick expansion joint filler material. In addition, all
sidewalks and driveways should be quartered and poured with expansion joints no
farther apart than 8 feet for 4-inch slabs or 10 feet for 5-inch slabs, respectively.
Consideration should additionally be given for the areas of the driveways and
sidewalks adjacent to planters, lawns, and other landscape areas to have thickened
edges, such that the edge is 4 to 6 inches thick and at least 6 inches below the
adjacent landscaping zone (section).
3. Overhang structures should be structurally designed with continuous footings or
grade beams tied in at least two directions. Footings that support overhang
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structures should be embedded a minimum of 24 inches from the lowest adjacent
finished subgrade.
4. Any masonry landscape walls that are to be constructed throughout the property
should be fully grouted and articulated in segments no more than 20 feet long.
5. Utilities should be enclosed within a closed vault or designed with flexible
connections to accommodate differential settlement and expansive soil conditions.
6. Finish grade (Precise Grade Plan) on the lot should provide a minimum of 1 to 2
percent fall to the street. It should be kept in mind that drainage reversals could
occur if relatively flat yard drainage gradients are not maintained due to landscaping
work, modifications to flatwork, or post-sale owner modifications.
Tile Flooring
Tile flooring can crack, reflecting cracks in the concrete slab below the tile. Therefore, the
designer should consider additional steel reinforcement of concrete slabs on-grade where
tile will be placed. The tile installer should consider installation methods that reduce
possible cracking of the the such as slipsheets. Slipsheets or a vinyl crack isolation
membrane (approved by the Tile Council of America/Ceramic Tile Institute) is
recommended between the and concrete slabs on grade.
Gutters and Downspouts
Consideration should be given to the installation of gutters and downspouts to collect roof
water that may otherwise infiltrate the soils adjacent to the structures. The downspouts
should be drained away from the foundation and collected in drainage swales or other
approved non-erosive drainage systems designed by a registered civil engineer
(specializing in drainage) to convey water away from the foundation. Gutters and
downspouts are not a geotechnical requirement, however, provided positive drainage is
-- maintained in accordance with the recommendations of the design civil engineer.
Exterior Slabs and Walkways
Exterior concrete slab on grade construction should be designed and constructed in
accordance with the following criteria:
1. Driveway pavement and all other exterior flatwork should be a minimum 4 inches
thick. A thickened edge should be considered for all flatwork adjacent to irrigated
and landscape areas.
2. Slab subgrade should be scarified, moisture conditioned and compacted to a
minimum 90 percent relative compaction. Subgrade should be moisture
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conditioned based on the representative expansion potential of the subgrade
exposed (i.e. at or above optimum for low expansive) soils. The subgrade moisture
content should be maintained until the slab is poured.
3. The use of transverse and longitudinal control joints should be considered to help
control slab cracking due to concrete shrinkage or expansion. Two of the best
"._ ways to control this movement is; 1) add a sufficient amount of reinforcing steel,
increasing tensile strength of the slab, and/or 2) provide an adequate amount of
control and/or expansion joints to accommodate anticipated concrete shrinkage
and expansion. We would suggest that the maximum control joint spacing for un-
reinforced slabs be placed on 8-foot centers (4 inch slab), 10-foot centers (5 inch
slab) or the smallest dimension of the slab, whichever is least.
4. No traffic should be allowed upon the newly poured concrete slabs until they have
been properly cured to within 75 percent of design strength.
5. Positive site drainage should be maintained at all times. Adjacent landscaping
- should be graded to drain into the street, parking area, or other approved area. All
surface water should be appropriately directed to areas designed for site drainage.
6. Concrete compression strength should be a minimum of 2,500 psi.
ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA
Additional Site Improvements
If in the future, any additional improvements are planned for the site, recommendations
concerning the geological or geotechnical aspects of design and construction of said
improvements could be provided upon request this includes but not limited to appurtenant
structures.
This office should be notified in advance of any additional fill placement, regrading of the
site, or trench backfilling after rough grading has been completed. This includes any
grading, utility trench, and retaining wall backfills.
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. Over-watering should be avoided. Onsite soil
materials should be maintained in a solid to semisolid state.
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- Brushed native and graded slopes (constructed within and utilizing onsite materials) would
be potentially erosive. Eroded debris may be minimized and surficial slope stability
enhanced by establishing and maintaining a suitable vegetation cover soon after
T" construction. Plants selected for landscaping should be light weight, deep rooted types
that require little water and are capable of surviving the prevailing climate. Planting of large
trees with potential for extensive root development should not be placed closer than 10
feet from the perimeter of the foundation or the anticipated height of the mature tree,
whichever is greater. It order to minimize erosion on the slope face, an erosion control
w_ fabric (i.e. jute matting) should be considered.
From a geotechnical standpoint, leaching is not recommended for establishing
landscaping. If the surface soils area processed for the purpose of adding amendments
they should be recompacted to 90 percent minimum relative compaction. Moisture
sensors, embedded into fill slopes, should be considered to reduce the potential of
overwatering from automatic landscape watering systems. The use of certain fertilizers
may affect the corrosion characteristics of soil. Review of the type and amount
(pounds per acre) of the fertilizers by a corrosion specialist should be considered.
Recommendations for exterior concrete flatwork design and construction can be provided
upon request. If in the future, any additional improvements are planned for the site,
recommendations concerning the geological or geotechnical aspects of design and
construction of said improvements could be provided upon request. This office should be
notified in advance of any additional fill placement, regrading of the site, or trench
backfilling after rough grading has been completed. This includes any grading, utility
trench, and retaining wall backfills.
Drainage
w� 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 and/or seep into the ground. Pad drainage should
- be directed toward the street or other approved area. Landscaping should be graded to
drain into the street, or other approved area. All surface water should be appropriately
directed to areas designed for site drainage.
Roof gutters and down spouts should be considered to control roof drainage. Down spouts
should outlet a minimum of 5 feet from proposed structures or tightlined into a subsurface
drainage system. We recommend that any proposed open bottom planters adjacent to
proposed structures be eliminated for a minimum distance of 10 feet. As an alternative,
closed bottom type planters could be utilized. An outlet placed in the bottom of the
planter, could be installed to direct drainage away from structures or any exterior concrete
fiatwork. Drainage behind top of walls should be accomplished along the length of the wall
with a paved channel drainage v-ditch or substitute.
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Footing Trench Excavation
All footing trench excavations should be observed and approved by a representative of this
office prior to placing reinforcement. 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.
Trench Backfill
All excavations should be observed by one of our representatives and conform to OSHA
and local safety codes. Exterior trenches should not be excavated below a 1 :1 projection
-- from the bottom of any adjacent foundation system. If excavated, these trenches may
undermine support for the foundation system potentially creating adverse conditions.
- 1. All utility trench backfill in slopes, structural areas and beneath hardscape features
should be brought to near optimum moisture content and then compacted to obtain
a minimum relative compaction of 90 percent of the laboratory standard.
Observations, probing and, if deemed necessary, testing should be performed by
a representative of this office to verify compactive efforts of the contractor.
2. Soils generated from utility trench excavations should be compacted to a minimum
of 90 percent (ASTM D-1557) if not removed from the site.
3. Jetting of backfill is not recommended.
4. The use of pipe jacking to place utilities is not recommended on this site due to the
presence of gravels and cobbles.
5. Bottoms of utility trenches should be sloped away from structures.
- 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.
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LIMITATIONS
The materials encountered on the project site and utilized in our laboratory study are
believed representative of the area; however, soil and bedrock materials vary in character
between excavations and natural outcrops or conditions exposed during site grading,
construction, and our post-grading study. Site conditions may vary due to seasonal
changes or other factors. GSI assumes no responsibility or liability for work, testing, or
recommendations performed or provided by others.
Inasmuch as our study is based upon the site materials observed, selective laboratory
testing and engineering analysis, the conclusion and recommendations are professional
opinions. 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.
During the field exploration phase of our study, odors or stained or discolored soils were
not observed onsite or in our test pits or test pit spoils. However, these observations were
made during our preliminary geotechnical study and should in no way be used in lieu of
an environmental assessment. If requested, a proposal for a phase I preliminary
environmental assessment could be provided.
Meridian Group W.O.2924-A-SC
10 Acres on Lake Drive August 28,2000
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APPENDIX A
REFERENCES
I
APPENDIX A
REFERENCES
Blake, Thomas F., 1998, EQFAULT computer program and users manual for the
deterministic prediction of horizontal accelerations from digitized California faults.
Campbell, K.W. and Bozorgnia, Y., 1994, Near-Source attenuation of peak horizontal
acceleration from worldwide accelerograms recorded from 1957 to 1993:
Proceedings, Fifth U.S. National Conference on Earthquake Engineering, vol. III,
Earthquake Engineering Research Institute,pp. 293-292.
Frankel, Arthur D., Perkins, David M., and Mueller, Charles S., 1996, Preliminary and
working versions of draft 1997 seismic shaking maps for the United States showing
peak ground acceleration (PGA) and spectral acceleration response at 0.3 and 1.0-
second site periods for the Design Basis Earthquake (10 percent chance of
exceedance in 50 years) for the National Earthquake Hazards Reduction Program
(NEHRP): U.S. Geological Survey, Denver, Colorado.
GeoSoils, Inc., Proprietary in-house information
Greensfelder, R. W., 1974, Maximum credible rock acceleration from earthquakes in
California: California Division of Mines and Geology, Map Sheet 23.
Hart, E.W. and Bryant, W. A., 1997, Fault-rupture hazard zones in California: California
Department of Conservation, Division of Mines and Geology, Special Publication 42.
Housner, G. W., 1970, Strong ground motion in earthquake engineering, Robert Wiegel,
ed., Prentice-Hall.
International Conference of Building Officials, 1997, Uniform building code: Whittier,
California, vol. 1, 2, and 3.
Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California
Division of Mines and Geology, Map Sheet No. 6, scale 1:750,000.
Joyner, W.B, and Boore, D.M., 1982a, Estimation of response-spectral values as functions
of magnitude, distance and site conditions, in Johnson, J.A., Campbell, K.W., and
Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994.
1982b, Prediction of earthquake response spectra, in Johnson, J.A., Campbell,
K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18,
1994.
Krinitzsky, Ellis L., Gould, J.P., and Edinger, P.H., 1993, Fundamentals of earthquake
resistant construction: John H. Wiley & Sons, Inc., 299 p.
GeoSoils, Inc.
I
Petersen, Mark D., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters
used by the California Division of Mines and Geology to compile the probabilistic
seismic hazard maps of California.
Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground motion equations reported
in Joyner, W.B., and Boore, D.M., 1988, Measurement, characterization, and
prediction of strong ground motion", in Earthquake Engineering and Soil Dynamics
Il, Recent Advances in Ground Motion Evaluation, Von Thun, J.L., ed.: American
Society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-102.
Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways
Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New
York.
Tan, S.S and Kennedy, M.P., 1996, Geologic maps of the Northwestern part of San Diego
County, California, DMG Open-File Report 96-02.
United States Department of Agriculture, 1953, Black and white high altitude stereo
photgraphs, AXN-8M-78 and -79.
- United States Geological Survey, 1968, San Luis Rey quadrangle, California - San Diego
Co., 7.5 minute series (topographic), photo revised 1975.
Weber, Harold F., 1982, Geologic map of the central-north coastal area of San Diego
County, California, showing recent slope failures and pre-development landslides:
United States Geologic Survey, Open-File Report 82-12.
Meridian Group Appendix A
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APPENDIX B
TEST PIT LOGS
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APPENDIX C
GENERAL EARTHWORK AND GRADING GUIDELINES
I
GENERAL EARTHWORK AND GRADING GUIDELINES
General
These guidelines present general procedures and requirements for earthwork and grading
as shown on the approved grading plans, including preparation of areas to filled,
placement of fill, installation of subdrains and excavations. The recommendations
contained in the geotechnical report are part of the earthwork and grading guidelines and
would supersede the provisions contained hereafter in the case of conflict. Evaluations
performed by the consultant during the course of grading may result in new
recommendations which could supersede these guidelines or the recommendations
contained in the geotechnical report.
The contractor is responsible for the satisfactory completion of all earthwork in accordance
with provisions of the project plans and specifications. The project soil engineer and
engineering geologist (geotechnical consultant) or their representatives should provide
observation and testing services, and geotechnical consultation during the duration of the
project.
EARTHWORK OBSERVATIONS AND TESTING
Geotechnical Consultant
Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer
and engineering geologist) should be employed for the purpose of observing earthwork
procedures and testing the fills for conformance with the recommendations of the
geotechnical report, the approved grading plans, and applicable grading codes and
ordinances.
The geotechnical consultant should provide testing and observation so that determination
- may be made that the work is being accomplished as specified. It is the responsibility of
the contractor to assist the consultants and keep them apprised of anticipated work
schedules and changes, so that they may schedule their personnel accordingly.
All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be
observed and documented by the project engineering geologist and/or soil engineer prior
to placing and fill. It is the contractors's responsibility to notify the engineering geologist
and soil engineer when such areas are ready for observation.
Laboratory and Field Tests
Maximum dry density tests to determine the degree of compaction should be performed
in accordance with American Standard Testing Materials test method ASTM designation
D-1557-78. Random field compaction tests should be performed in accordance with test
method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of
approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria
G¢oSoits, Inc.
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would vary depending on the soil conditions and the size of the project. The location and
frequency of testing would be at the discretion of the geotechnical consultant.
Contractor's Responsibility
All clearing,site preparation, and earthwork performed on the project should be conducted
by the contractor, with observation by geotechnical consultants and staged approval by
the governing agencies, as applicable. It is the contractor's responsibility to prepare the
ground surface to receive the fill, to the satisfaction of the soil engineer, and to place,
spread, moisture condition, mix and compact the fill in accordance with the
recommendations of the soil engineer. The contractor should also remove all major non-
earth material considered unsatisfactory by the soil engineer.
It is the sole responsibility of the contractor to provide adequate equipment and methods
to accomplish the earthwork in accordance with applicable grading guidelines, codes or
agency ordinances, and approved grading plans. Sufficient watering apparatus and
compaction equipment should be provided by the contractor with due consideration for
v the fill material, rate of placement, and climatic conditions. If, in the opinion of the
geotechnical consultant, unsatisfactory conditions such as questionable weather,
excessive oversized rock, or deleterious material, insufficient support equipment, etc., are
resulting in a quality of work that is not acceptable, the consultant will inform the
contractor, and the contractor is expected to rectify the conditions, and if necessary, stop
work until conditions are satisfactory.
During construction, the contractor shall properly grade all surfaces to maintain good
drainage and prevent ponding of water. The contractor shall take remedial measures to
control surface water and to prevent erosion of graded areas until such time as permanent
drainage and erosion control measures have been installed.
SITE PREPARATION
All major vegetation, including brush, trees, thick grasses, organic debris, and other
deleterious material should be removed and disposed of off-site. These removals must be
-- concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials
determined by the soil engineer or engineering geologist as being unsuitable in-place
should be removed prior to fill placement. Depending upon the soil conditions, these
materials may be reused as compacted fills. Any materials incorporated as part of the
compacted fills should be approved by the soil engineer.
Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipelines, or other structures not located prior to grading are to be removed
or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly
fractured, or otherwise unsuitable ground extending to such a depth that surface
processing cannot adequately improve the condition should be overexcavated down to
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firm ground and approved by the soil engineer before compaction and filling operations
continue. Overexcavated and processed soils which have been properly mixed and
moisture conditioned should be re-compacted to the minimum relative compaction as
specified in these guidelines.
Existing ground which is determined to be satisfactory for support of the fills should be
scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the
scarified ground is brought to optimum moisture content or greater and mixed, the
materials should be compacted as specified herein. If the scarified zone is grater that 6
inches in depth, it may be necessary to remove the excess and place the material in lifts
restricted to about 6 inches in compacted thickness.
Existing ground which is not satisfactory to support compacted fill should be
overexcavated as required in the geotechnical report or by the on-site soils engineer
and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of
mixing should continue until the soils are broken down and free of large lumps or clods,
until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or
other uneven features which would inhibit compaction as described previously.
Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical),
the ground should be stepped or benched. The lowest bench, which will act as a key,
should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material,
and approved by the soil engineer and/or engineering geologist. In fill over cut slope
conditions, the recommended minimum width of the lowest bench or key is also 15 feet
with the key founded on firm material, as designated by the Geotechnical Consultant. As
a general rule, unless specifically recommended otherwise by the Soil Engineer, the
minimum width of fill keys should be approximately equal to '/z the height of the slope.
Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable
W material. Benching may be used to remove unsuitable materials, although it is understood
that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered
Wev for unsuitable materials in excess of 4 feet in thickness.
All areas to receive fill, including processed areas, removal areas, and the toe of fill
benches should be observed and approved by the soil engineer and/or engineering
geologist prior to placement of fill. Fills may then be properly placed and compacted until
design grades (elevations) are attained.
COMPACTED FILLS
Any earth materials imported or excavated on the property may be utilized in the fill
provided that each material has been determined to be suitable by the soil engineer.
These materials should be free of roots, tree branches, other organic matter or other
deleterious materials. All unsuitable materials should be removed from the fill as directed
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by the soil engineer. Soils of poor gradation, undesirable expansion potential, or
substandard strength characteristics may be designated by the consultant as unsuitable
and may require blending with other soils to serve as a satisfactory fill material.
Fill materials derived from benching operations should be dispersed throughout the fill
area and blended with other bedrock derived material. Benching operations should not
result in the benched material being placed only within a single equipment width away
from the fill/bedrock contact.
Oversized materials defined as rock or other irreducible materials with a maximum
dimension greater than 12 inches should not be buried or placed in fills unless the location
of materials and disposal methods are specifically approved by the soil engineer.
Oversized material should be taken off-site or placed in accordance with recommendations
of the soil engineer in areas designated as suitable for rock disposal. Oversized material
should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet
horizontally of slope faces.
To facilitate future trenching, rock should not be placed within the range of foundation
excavations, future utilities, or underground construction unless specifically approved by
the soil engineer and/or the developers representative.
If import material is required for grading, representative samples of the materials to be
utilized as compacted fill should be analyzed in the laboratory by the soil engineer to
determine its physical properties. If any material other than that previously tested is
encountered during grading, an appropriate analysis of this material should be conducted
by the soil engineer as soon as possible.
Approved fill material should be placed in areas prepared to receive fill in near horizontal
layers that when compacted should not exceed 6 inches in thickness. The soil engineer
may approve thick lifts if testing indicates the grading procedures are such that adequate
compaction is being achieved with lifts of greater thickness. Each layer should be spread
evenly and blended to attain.uniformity of material and moisture suitable for compaction.
Fill layers at a moisture content less than optimum should be watered and mixed, and wet
fill layers should be aerated by scarification or should be blended with drier material.
Moisture condition, blending, and mixing of the fill layer should continue until the fill
materials have a uniform moisture content at or above optimum moisture.
After each layer has been evenly spread, moisture conditioned and mixed, it should be
uniformly compacted to a minimum of 90 percent of maximum density as determined by
ASTM test designation, D-1557-78, or as otherwise recommended by the soil engineer.
Compaction equipment should be adequately sized and should be specifically designed
for soil compaction or of proven reliability to efficiently achieve the specified degree of
compaction.
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Where tests indicate that the density of any layer of fill, or portion thereof, is below the
required relative compaction, or improper moisture is in evidence, the particular layer or
portion shall be re-worked until the required density and/or moisture content has been
attained. No additional fill shall be placed in an area until the last placed lift of fill has been
tested and found to meet the density and moisture requirements, and is approved by the
soil engineer.
Compaction of slopes should be accomplished by over-building a minimum of 3 feet
horizontally, and subsequently trimming back to the design slope configuration. Testing
shall be performed as the fill is elevated to evaluate compaction as the fill core is being
developed. Special efforts may be necessary to attain the specified compaction in the fill
slope zone. Final slope shaping should be performed by trimming and.removing loose
materials with appropriate equipment. A final determination of fill slope compaction should
be based on observation and/or testing of the finished slope face. Where compacted fill
slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a
higher minimum relative compaction, and special grading procedures, may be
recommended.
If an alternative to over-building and cutting back the compacted fill slopes is selected,
then special effort should be made to achieve the required compaction in the outer 10 feet
- of each lift of fill by undertaking the following:
1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should
be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The
sheepsfoot roller should also be used to roll perpendicular to the slopes, and
extend out over the slope to provide adequate compaction to the face of the slope.
2. Loose fill should not be spilled out over the face of the slope as each lift is
compacted. Any loose fill spilled over a previously completed slope face should be
trimmed off or be subject to re-rolling.
3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope
at appropriate vertical intervals, subsequent to compaction operations.
4. After completion of the slope, the slope face should be shaped with a small tractor
and then re-rolled with a sheepsfoot to achieve compaction to near the slope face.
Subsequent to testing to verify compaction, the slopes should be grid-rolled to
achieve compaction to the slope face. Final testing should be used to confirm
compaction after grid rolling.
5. Where testing indicates less than adequate compaction, the contractor will be
responsible to rip, water, mix and re-compact the slope material as necessary to
achieve compaction. Additional testing should be performed to verify compaction.
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6. Erosion control and drainage devices should be designed by the project civil
engineer in compliance with ordinances of the controlling governmental agencies,
and/or in accordance with the recommendation of the soil engineer or engineering
geologist.
SUBDRAIN INSTALLATION
Subdrains should be installed in approved ground in accordance with the approximate
alignment and details indicated by the geotechnical consultant. Subdrain locations or
materials should not be changed or modified without approval of the geotechnical
consultant. The soil engineer and/or engineering geologist may recommend and direct
changes in subdrain line, grade and drain material in the field, pending exposed
conditions. The location of constructed subdrains should be recorded by the project civil
engineer.
EXCAVATIONS
Excavations and cut slopes should be examined during grading by the engineering
geologist. If directed by the engineering geologist, further excavations or overexcavation
and re-filling of cut areas should be performed and/or remedial grading of cut slopes
should be performed. When fill over cut slopes are to be graded, unless otherwise
approved, the cut portion of the slope should be observed by the engineering geologist
prior to placement of materials for construction of the fill portion of the slope.
The engineering geologist should observe all cut slopes and should be notified by the
contractor when cut slopes are started.
If, during the course of grading, unforeseen adverse or potential adverse geologic
conditions are encountered, the engineering geologist and soil engineer should
investigate, evaluate and make recommendations to treat these problems. The need for
cut slope buttressing or stabilizing should be based on in-grading evaluation by the
engineering geologist, whether anticipated or not. ,
Unless otherwise specified in soil and geological reports, no cut slopes should be
excavated higher or steeper than that allowed by the ordinances of controlling
governmental agencies. Additionally, short-term stability of temporary cut slopes is the
contractors responsibility.
Erosion control and drainage devices should be designed by the project civil engineer and
should be constructed in compliance with the ordinances of the controlling governmental
agencies, and/or in accordance with the recommendations of the soil engineer or
engineering geologist.
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COMPLETION
Observation,testing and consultation by the geotechnical consultant should be conducted
during the grading operations in order to state an opinion that all cut and filled areas are
graded in accordance with the approved project specifications.
After completion of grading and after the soil engineer and engineering geologist have
finished their observations of the work,final reports should be submitted subject to review
by the controlling governmental agencies. No further excavation or filling should be
undertaken without prior notification of the soil engineer and/or engineering geologist.
All finished cut and fill slopes should be protected from erosion and/or be planted in
accordance with the project specifications and/or as recommended by a landscape
architect. Such protection and/or planning should be undertaken as soon as practical after
completion of grading.
JOB SAFETY
General
At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is
the company's 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 and construction projects. GSI recognizes that construction activities will vary
on each site and that site safety is the rp ime responsibility of the contractor; however,
everyone must be safety conscious and responsible at all times. To achieve our goal of
avoiding accidents, cooperation between the client,the contractor and GSI personnel must
be maintained.
In an effort to minimize risks associated with geotechnical testing and observation, the
following precautions are to be implemented for the safety of field personnel on grading
and construction projects:
Safety Meetings: GSI field personnel are directed to attend contractors regularly
scheduled and documented safety meetings.
Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at
all times when they are working in the field.
Safety Flags: Two safety flags are provided to GSI 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.
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Flashing Lights: All vehicles stationary in the.grading area shall use rotating or flashing
amber beacon, or strobe lights, on the vehicle during all field testing.
While operating a vehicle in the grading area, the emergency flasher
on the vehicle shall be activated.
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. A primary concern should be
the technicians's safety. Efforts will be made to coordinate locations with the grading
contractors authorized representative, and to select locations following or behind the
established traffic pattern, preferably outside of current traffic. The contractors authorized
representative (dump man, operator, supervisor, grade checker, etc.) should direct
excavation of the pit and safety during the test period. Of paramount concern should be
the soil technicians safety and obtaining enough tests to represent the fill.
Test pits should be excavated so that the spoil pile is placed away form oncoming traffic,
whenever possible. The technician's vehicle is to be placed next to the test pit, opposite
the spoil pile. This necessitates the fill be maintained in a driveable condition.
Alternatively, the contractor may wish to park a piece of equipment in front of the test
holes, particularly in small fill areas or those with limited access.
A zone of non-encroachment should be established for all test pits. No grading equipment
should enter this zone during the testing procedure. The zone should extend
approximately 50 feet outward from the center of the test pit. This zone is established for
safety and to avoid excessive ground vibration which typically decreased test results.
When taking slope tests the technician should park the vehicle directly above or below the
test location. If this is not possible, a prominent flag should be placed at the top of 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 this 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, well away from the equipment traffic pattern.
The contractor should inform our personnel of all changes to haul roads, cut and fill areas
or other factors that may affect site access and site safety.
In the event that the technicians safety is jeopardized or compromised as a result of the
contractors failure to comply with any of the above,the technician is required, by company
policy, to immediately withdraw and notify his/her supervisor. The grading contractors
representative will eventually be contacted in an effort to effect a solution. However, in the
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interim, no further testing will be performed until the situation is rectified. Any fill place 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 his/her attention and notify
this office. Effective communication and coordination between the contractors
representative and the soils technician is strongly encouraged in order to implement the
above safety plan.
Trench and Vertical Excavation
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 or vertical cut 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 trench excavations or vertical cuts in excess of 5 feet deep, which any person enters,
should be shored or laid back.
Trench access should be provided in accordance with CAL-OSHA and/or state and local
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 his/her supervisor.
The contractors representative will eventually 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.
If GSI personnel become aware of anyone working beneath an unsafe trench wall or
vertical excavation, we have a legal obligation to put the contractor and owner/developer
on notice to immediately correct the situation. If corrective steps are not taken, GSI then
has an obligation to notify CAL-OSHA and/or the proper authorities.
Meridian Group Appendix C
File:eAwpr%290012924a.pge Page 9
GeoSoiils, Inc.
I
CANYON SUBDRAIN DETAIL
TYPE A ,
♦` PROPOSED COMPACTED FILL
—NATURAL GROUND i
COLLUVIUM AND ALLUVIUM (REMOVE)ol
BEDROCK
TYPICAL BENCHING
SEE ALTERNATIVES
TYPE B
PROPOSED COMPACTED FILL
\,.,,,...—NATURAL GROUND
\\\ COLLUVIUM AND ALLUVIUM (REMOVE)
BEDROCK
V i
TYPICAL BENCHING
SEE ALTERNATIVES
NOTE: ALTERNATIVES, LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED
BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING.
PLATE EG- 1
I
CANYON SUBDRAIN ALTERNATE DETAILS
ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL
12' MINIMUM
6 MINIM FILTER MATERIAL' MINIMUM VOLUME OF 9 FT.
/LINEAR FT. 6' 0 ABS OR PVC PIPE OR APPROVED
SUBSTITUTE WITH MINIMUM 8 I114' PERFS.
' MINIMUM LINEAR FT. IN BOTTOM HALF OF PIPE.
ASTM 02751. SOR 35 OR ASTM D1527. SCHD, 40 • .6' MINIMUM
A'-1 FOR CONTINUOUS RUN N EXCESS OF 560 FT' 40 B--1
USE 8'J� PIPE
FILTER MATERIAL.
SIEVE SIZE PERCENT PASSING
1 INCH : 100
•3/4 INCH . 90-100
3/8 INCH 40-100
NO. 4 25-40.
NO. 8 18-33
.NO. 30 .5-15
..NO.
50 .0-7 .
NO. 200 0-3
ALTERNATE 2: PERFORATED PIPE, GRAVEL AND.FILTER FABRIC
6'MINIMUM OVERLAP 6' MINIMUM OVERLAP ~�-�•►
_6' MINIMUM COVER \
=4' MINIMUM BEDDING 4' MINIMUM BEDDING=— •b�' ���
A-2 GRAVEL'MATERIAL 9 FTa/LINEAR FT. B-2
PERFORATED PIPE: SEE ALTERNATE 1
GRAVEL: CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE
FILTER FABRIC: MIRAFI 140 OR APPROVED SUBSTITUTE
PLATE EC--2
I
DETAIL FOR FILL SLOPE TOEING OUT
- ON FLAT ALLUVIATED CANYON
TOE OF SLOPE AS SHOWN ON GRADING PLAN COMPACTED FILL
ORIGINAL GROUND SURFACE TO BE
RESTORED WITH COMPACTED FILL ORIGINAL GROUND SURFACE
�J
BACKCU\*VARIES. FOR DEEP REMOVALS. �
BACKCUT '^SHOULD BE MADE NO
STEEPER•THAI:1 OR AS NECESSAR N � ANTICIPATED ALLUVIAL REMOVAL
FOR SAFETY ,�CONSIDERATIONS� DEPTH PER SOIL ENGINEER..
�y.,
11 �J11 PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF
SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED
REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AND/OR
LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS.
REMOVAL ADJACENT TO EXISTING FILL
ADJOINING CANYON FILL
PROPOSED ADDITIONAL COMPACTED FILL
. COMPACTED FILL LIMITS LINE\
. TEMPORARY COMPACTED FILL
% FOR DRAINAGE ONLY
•
Qaf • Oaf Q (TO BE REMOVED)
s�o / \
(EXISTING COMPACTED FILL) AFB. / ���� ��
/��
1 LEGEND
TO BE REMOVED BEFORE Oaf ARTIFICIAL FILL
PLACING ADDITIONAL
COMPACTED FILL Oat ALLUVIUM
PLATE EG=3
0
W
z_
J � �
LL O W W Z
x m F- Z
W N OJ p H
U 3 0 = w p
a w o m 3 Z
0
x N OJ U
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U : a O W
Z om a 3 N
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Y Q Q w Z z x
Z Q 1 > U x � W
FQ- m r Q Q p z
Z = Q � U Ir 0 a
U x =
m ~ Q J Z O W
O W
Q o 3 a a z �= a
o W w m o
LA 0 'J a
LLJ IL w Z z N_ N In W cr
Q W J K m O N p z
p N O
w Q z
J o Z w ; o
Q J w Z ', w O m LL J
�. p N p W N
D J c a w Z o W w
-� x
CD
1 �` = n Z
Q W a p _ x w om x
Q � o = 3 p a f- m
O Y
Z
O ih W
W 3 � O x
:> o F.
0 = 3 0 a
N
N c
Q x
J a m y, w Y
0 LL L N Z Y
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Z L) ..1
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a m
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= a = m z
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L.L O Z 0 0 LL F- z tz
o J W = x a
Q o z `" o w Y N a
w ~ 3 aJ ,� a
_ = W nQ. m
m IL
Z m 0 PLATE EG-6
I
a
z
a t'
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to to a a.
a.
to to Z w
a.
Q
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PLATE EG=7
I
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to = Z O w W N
._ W
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r�^^ m w � N 1— In
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z L) Z � x p S W Z
= W W F
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ta
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M N
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= w
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Z
P LATE EG— 8
I
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W � ! < �
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LU
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LL CA� < o
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o g w
J Z m / = N J F- 2
C CM
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< w p w ? W c
Z LL Y z LU <
O O Z Z O W
Y = W
F- J N w a p U
x = v=i Z w a z
z Ln Z
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F-
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a a w
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P LATE ' E.G—9
I
1
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w
LL J
m >N� Z
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fl ,dam CL Z 'Y a. W 0
a r o= w
CL x o w
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m Z o
Q O C: W 4A
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w o >Q
PLATE EG==10
TRANSITION LOT DETAIL
CUT LOT (MATERIAL TYPE TRANSITION)
NATURAL GRAD
• � � /
5'M N M M
PAD GRAD E
OVEREXCAVATE AND RECOMPACT /
COMPACTED FILL
3'MINIMUM*
UNWEATHERED BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
CUT-FILL LOT (DAYLIGHT TRANSITION)
NATURAL GRADE p����P� 5'MI MUM
� M
PAD GRADE .0
VNS OVEREX�CAVATE h
10 AND RECOMPACT
COMPACTED FILL M' / / i/ 3'MINIMUM*
covv
UNWEATHERED BEDROCK OR APPROVED MATERIAL
TYPICAL BENCHING
NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER
AND/OR ENGINEERING GEOLOGIST IN STEEP CUT—FILL TRANSITION AREAS.
PLATE EG_=-11
SETTLEMENT PLATE AND RISER DETAIL
2'X 2'X 1/4' STEEL PLATE
STANDARD 3/4' PIPE NIPPLE WELDED TO TOP
OF PLATE_
3/4- X 5'GALVANIZED PIPE. STANDARD PIPE
THREADS TOP AND BOTTOM. EXTENSIONS
THREADED ON BOTH ENDS AND ADDED IN 5'
INCREMENTS.
3 INCH.SCHEDULE 40 PVC PIPE SLEEVE. ADD IN
5'INCREMENTS WITH GLUE JOINTS.
FINAL GRADE
_ 1 I MAINTAIN 5'CLEARANCE OF HEAVY EQUIPMENT.
i 1
_ •y,�,_MECHANICALLY HAND COMPACT IN 2'VERTICAL
_ -T-Av LIFTS OR ALTERNATIVE SUITABLE TO AND
ACCEPTED BY THE SOILS ENGINEER.
I 5' 5'
I I
I I MECHANICALLY HAND COMPACT THE INITIAL 5'
5' - i
i y VERTICAL WITHIN A 5' RADIUS OF PLATE BASE.
2'
:. • • • FBOM OF CLEANOUT
. •'.
• • •PR;tT10E A MINIMUM 1' BEDDING OF COMPACTED SAND
NOTE:
1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED ANO READILY
VISIBLE (RED FLAGGED) TO EQUIPMENT OPERATORS.
2. CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A 5' RADIUS OF PLATE BASE AND
WITHIN C FOR EQUIPMENT. BY CLEARANCE SHOULD
BE HAND COM PACTE D TO PROJ E CT SPECIFICATIONS OR COMPACTED A TERNATIVE
APPROVED BY THE SOILS ENGINEER.
3. AFTER 5*(VERTICAL) OF FILL IS IN PLACE. CONTRACTOR SHOULD MAINTAIN A 5' RADIUS
EQUIPMENT CLEARANCE FROM RISER.
4. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2' OF FILL PRIOR TO ESTABLISHING
THE INITIAL READING.
S. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING
FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA. CONTRACTOR
SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE .RESPONSIBLE
FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER.
6, AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE
DISCRETION OF THE SOILS ENGINEER, ,.
-- PLATE EG-14
I
TYPICAL SURFACE SETTLEMENT MONUMENT
FINISH GRADE
3/8' DIAMETER X 6' LENGTH
CARRIAGE BOLT OR EQUIVALENT
' DIAMETER X 3 1/2' LENGTH HOLE
.3._6.
CONCRETE BACKFILL
PLATE EG--15
TEST PIT SAFETY DIAGRAM
SIOE VIEW
0_ VS41CLE
ZSPOIL PILE
TEST PIT
( NOT TO SCALE
TOP VIEW
100 FEET
T
50 FEET
50 FEET
FLAG . .•. . .••.• ,: �:=
SPOIL ' TEST PIT; VERCLE
PILE .,
�- FLAG
APPROXIMATE CQ'ITEIt LL
OF TEST PIT tn
NOT TO SCALE ?
01 AT=
HYDROLOGY and HYDRAULIC REPORT
for
1231 BIRMINGHAM DRIVE
TRACT NO, 01-090
ENCINITAS, CA
PC 2002-49
Prepared for:
Oleander Partners
5230 Carroll Canyon Road, Suite 316
San Diego, CA 92121
Prepared by:
bhA. Inc.
land planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
Carlsbad, CA 92008-4387
- (760) 931-8700
r
February 6, 2003
W.O. 282-0774-400
TABLE OF CONTENTS
I• Discussion: Purpose and Scope
Project Description
Study Method
Project Design
Conclusions
II. Calculations
A. Existing Hydrology
B. Proposed Hydrology
C. Hydraulic Grade Lines and Energy Grade Lines
D. Inlet Sizing
III. Exhibits
Exhibit A: Existing Hydrology Map
Exhibit B: Proposed Hydrology Map
IV. References
I. DISCUSSION
PURPOSE AND SCOPE:
The purpose of this report is to publish the results of hydrology and hydraulic computer
analysis for the proposed City of Encinitas Tract 01-090. The proposed subdivision will consist
of 7-single family residential lots on 9.76 acres. The scope is to study the existing and proposed
hydrology and hydraulics as it influences existing storm drain facilities in the vicinity during a
100-year frequency storm event. For the purposes of this report, City of Encinitas Tract No.
01-090 shall be known as "Tract 01-090".
PROJECT DESCRIPTION:
The property is located in the City of Encinitas, on the east side of Lake Drive south of
Birmingham Drive in the City of Encinitas. The site was previously used for agriculture
purposes and is currently vacant. The existing hydrology for Tract 01-090 is divided into two
(2) drainage basins. See Exhibit "A"for existing hydrology. Basin"A" drains 21.6 acres to
the south toward an off-site existing storm drain headwall at node 50. The flow at node 50 is
34.6 cubic feet per sec(cfs)Basin"B"drains 8.4 acres to the south toward via an existing earth
channel to an off-site existing storm drain headwall at node 80. The flow at node 80 is 14.4 cfs.
The off-site existing storm drain system confluences the runoff(48.0 cfs)from basins"A"and
"B" at node 80.1. The existing storm drain then continues southerly in Lake Drive.
The proposed hydrology for Tract 01-090 is divided into two (2)drainage basins. See Exhibit
"B" for proposed hydrology. Basin "A" drains 19.7 acres to the south toward an off-site
existing storm drain headwall at node 50. The flow at node 50 is 31.6 cfs. Basin "B" will
consist of a series of existing vegetated channels,curb inlets and storm drains to direct the flow
to an off-site existing storm drain headwall at node 160. The flow at node 160 is 15.0 cfs. The
off-site existing storm drain system confluences the runoff(43.4 cfs)from basins"A"and"B"
at node 160.1. A new curb inlet will be built at node 190 on Lake Drive to intercept street
runoff form the north on Lake Drive. The existing storm drain then continues southerly in
Lake Drive.
STUDY METHOD:
The method of analysis was based on the Rational Method according to the San Diego County
Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by
Advanced Engineering Software.
Drainage basin areas were determined from the proposed grades shown on the grading plans
for the property and 200-scale existing topographic maps from the County of San Diego.
The Rational Method provided the following variable coefficients:
Page 1
Soil group D will be used for a composite runoff coefficient for the existing and proposed
hydrology analyses. The runoff coefficient for rural residential lot land use reflects a composite
value of open space, landscaping, roof and street runoff per County of San Diego Hydrology
Manual County.
Initial Time of concentration (in minutes) = Ti = 60x(11.9x(L^3)/H)^0.385
Rainfall Intensity = I = 7.44x(P6)x(Tc)^0.645
P6 for 100 year storm = 2.7
See Table 1.1 below comparing existing and proposed storm drain flows.
Table 1.1
Existing and proposed storm drain flows
Pipe Flow Time of Area
Node Concentration
Existing Condition Node 80.1 48.0 cfs 15.6 min 30.0 acres
See Exhibits A
Proposed Condition Node 140.1 46.6 cfs 15.7 min 30.0 acres
See Exhibits B
There is no increase in the flow from the development of Tract No.01-090 at the existing storm
drain junction(node 160.1)shown on Exhibit"B". However,addition flow will be intercepted
at the proposed curb inlet on Lake Drive (node 190). This will result in an increase of 7.7 cfs,
and bring the total flow in the storm drain at node 190.1 to 53.4 cfs.
Both the 100-year hydraulic grade line (HGL) and the 100-year energy grade line (EGL) are
plotted on the Storm Drain Improvement Plans for Tract 01-090. The EGL represents the
total amount of energy available at any point along a water course,pipe or drainage structure.
Where the water is motionless,the water surface (HGL)would coincide with the point or the
energy grade line. As the flow of water is accelerated, the HGL drops further away from the
EGL. If the flow is stopped at any point the HGL jumps back to the EGL. The drop structure
is the only point in a storm drain system where the flow velocity is close to zero. Therefore,the
100-year HGL will represent the water surface elevation at that point.
CONCLUSION:
The proposed storm drain system for Tract 01-090 in conjunction with proposed street channel
flow capacity of Street "A", existing vegetated channel, and existing storm drain system
adequately conveys a 100-year frequency storm event.
Page 2
II. CALCULATIONS
II. CALCULATIONS
A. EXISTING HYDROLOGY
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA INC.
5115 AVENDIA ENCINAS, SUITE L
CARLSBAD, CA 92008
*************************+ DESCRIPTION OF STUDY
* EXISTING HYDROLOGY #
*
*
t
*
FILE NAME: 774-El.DAT
TIME/DATE OF STUDY: 8:58 2/ 3/2003
-----------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.700
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 10.00 TO NODE 20.00 IS CODE = 21
-----------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 382.00
DOWNSTREAM ELEVATION = 330.00
ELEVATION DIFFERENCE = 52.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11. 987
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .047
SUBAREA RUNOFF(CFS) = 5.28
TOTAL AREA(ACRES) = 2. 90 TOTAL RUNOFF(CFS) = 5.28
FLOW PROCESS FROM NODE 20. 00 TO NODE 50.00 IS CODE = 51
-------------------------
-------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 330.00
DOWNSTREAM NODE ELEVATION = 253. 60
CHANNEL LENGTH THRU SUBAREA(FEET) = 1110.00
CHANNEL SLOPE _ . 0688
CHANNEL BASE(FEET) = 1. 00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5.28
FLOW VELOCITY(FEET/SEC) = 5.79 FLOW DEPTH(FEET) _ .47
TRAVEL TIME(MIN. ) = 3.20 TC(MIN. ) = 15. 18
FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 8
----------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.475
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 16.40 SUBAREA RUNOFF(CFS) = 25. 65
TOTAL AREA(ACRES) = 19.30 TOTAL RUNOFF(CFS) = 30. 93
TC(MIN) = 15. 18
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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. 18
RAINFALL INTENSITY(INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES) = 19.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30. 93
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21
-----------------------------------------
_... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA) :
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 310.00
DOWNSTREAM ELEVATION = 299.00
ELEVATION DIFFERENCE = 11.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 13. 142
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.814
2
SUBAREA RUNOFF(CFS) _ .86
TOTAL AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) _ .86
r++rrr+rrr++++rrrrrrrrr++rr+++rr+++rr++rr++++rrr+rrrrrrrrrrrr+rr++rrr+rrrrrr
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51
-- -----------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 299.00
DOWNSTREAM NODE ELEVATION = 253. 60
CHANNEL LENGTH THRU SUBAREA(FEET) = 645.00
CHANNEL SLOPE _ . 0704
CHANNEL BASE (FEET) _ .00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH (FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) _ . 86
FLOW VELOCITY(FEET/SEC) = 6.24 FLOW DEPTH(FEET) _ .26
TRAVEL TIME(MIN. ) = 1.72 TC(MIN. ) = 14 .87
++++++++r+++r++r+++++++++++rr+++rr+++r+++rr++r++++rr++*++r+rrrr+rrr++++r++r+
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 8
---------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.523
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = . 4500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 3.71
TC(MIN) = 14 . 87
++++++++++++++*+++++r++++rr++++r+++++r+r++r+++++r++r++r+r++++r++++r+++++++++
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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 .87
RAINFALL INTENSITY(INCH/HR) = 3.52
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 30. 93 15. 18 3.475 19.30
2 3.71 14 .87 3.523 2.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
_........_..
-REAM RUNOFF Tc INTENSITY
.)MBER (CFS) (MIN. ) (INCH/HOUR)
1 34 .22 14 . 87 3.523
2 34 . 59 15. 18 3. 475
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34 .59 Tc(MIN. ) = 15. 18
TOTAL AREA(ACRES) = 21. 60
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 50.00 TO NODE 50. 10 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE«<<<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 12.2
UPSTREAM NODE ELEVATION = 253. 60
DOWNSTREAM NODE ELEVATION = 251. 60
FLOWLENGTH(FEET) = 89.48 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 34 .59
-- TRAVEL TIME(MIN. ) _ . 12 TC(MIN. ) = 15. 30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 50. 10 TO NODE 80. 10 IS CODE = 4
--------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE««<
PIPEFLOW VELOCITY(FEET/SEC. ) = 11.0
UPSTREAM NODE ELEVATION = 251.50
DOWNSTREAM NODE ELEVATION = 245. 96
FLOWLENGTH (FEET) = 222.80 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24 .00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 34 .59
TRAVEL TIME(MIN. ) _ .34 TC(MIN. ) = 15. 64
FLOW PROCESS FROM NODE 80.10 TO NODE 80. 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. 64
RAINFALL INTENSITY(INCH/HR) = 3.41
TOTAL STREAM AREA(ACRES) = 21.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34 .59
-- FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21
----------------------------------------------------------------------------
"_ 4
PIPEFLOW THRU SUBAREA(CFS) = 14 . 37
TRAVEL TIME (MIN. ) _ . 08 TC(MIN. ) = 14 .03
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
--FLOW-PROCESS FROM NODE 80. 10 TO NODE 80. 10 IS CODE = i
--------------------------------------------
»»>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 .03
RAINFALL INTENSITY(INCH/HR) = 3. 66
TOTAL STREAM AREA(ACRES) = 8.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14 .37
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 34 . 59 15. 64 3.409 21. 60
2 14 . 37 14 .03 3. 657 8. 40
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 46. 62 14 .03 3. 657
2 47. 99 15. 64 3. 409
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 47. 99 Tc(MIN. ) = 15. 64
TOTAL AREA(ACRES) = 30.00
*++++++++++++++++++*++++++++++++++++++++++++++++++++++++++++++++++++++++++++
--FLOW-PROCESS FROM NODE 80.10 TO NODE 80.20 IS CODE = 4
-------
---------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE<<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 11. 9
UPSTREAM NODE ELEVATION = 245. 90
DOWNSTREAM NODE ELEVATION = 245.00
FLOWLENGTH(FEET) = 52.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 47. 99
TRAVEL TIME(MIN. ) _ .07 TC(MIN. ) = 15.71
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 47. 99 Tc (MIN. ) = 15.71
TOTAL AREA(ACRES) = 30.00
END OF RATIONAL METHOD ANALYSIS
6
II. CALCULATIONS
B. PROPOSED HYDROLOGY
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA INC.
5115 AVENDIA ENCINAS, SUITE L
CARLSBAD, CA 92008
------------ --- _- - --- -:__-_
************************** DESCRIPTION OF STUDY ************+}*+****}+*}*}
* PROPOSED HYDROLOGY }
+
*
+
*
FILE NAME: 774-P1.DAT
TIME/DATE OF STUDY: 15: 1 2/ 5/2003
----------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-----------------------------------------------------------------------
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.700
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 10.00 TO NODE 20.00 IS CODE = 21
---------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 382.00
DOWNSTREAM ELEVATION = 330.00
ELEVATION DIFFERENCE = 52.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.987
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .047
SUBAREA RUNOFF(CFS) = 5.28
TOTAL AREA(ACRES) = 2. 90 TOTAL RUNOFF(CFS) = 5.28
1
FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 51
-------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 330.00
DOWNSTREAM NODE ELEVATION = 253. 60
CHANNEL LENGTH THRU SUBAREA(FEET) = 1110.00
CHANNEL SLOPE _ .0688
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5.28
FLOW VELOCITY(FEET/SEC) = 5.79 FLOW DEPTH(FEET) _ .47
TRAVEL TIME(MIN. ) = 3.20 TC(MIN. ) = 15. 18
FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 8
--------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
------ ----------
__________________________________________
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.475
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 14 .50 SUBAREA RUNOFF(CFS) = 22. 68
TOTAL AREA(ACRES) = 17. 40 TOTAL RUNOFF(CFS) = 27.96
TC(MIN) = 15. 18
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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. 18
RAINFALL INTENSITY(INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES) = 17.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27. 96
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21
-------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 310.00
DOWNSTREAM ELEVATION = 299.00
ELEVATION DIFFERENCE = 11.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 13.142
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.814
2
SUBAREA RUNOFF(CFS) _ .86
TOTAL AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) _ .86
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51
-------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
»»>TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 299.00
DOWNSTREAM NODE ELEVATION = 253. 60
CHANNEL LENGTH THRU SUBAREA(FEET) = 645.00
CHANNEL SLOPE = .0704
CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .015 MAXIMUM DEPTH (FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = .86
FLOW VELOCITY(FEET/SEC) = 6.24 FLOW DEPTH(FEET) _ .26
TRAVEL TIME(MIN. ) = 1.72 TC(MIN. ) = 14.87
--FLOW-PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 8
----------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.523
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.85
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 3.71
TC(MIN) = 14 .87
++++++++++++***+*+*+*+++++++++++++++++++++++++++++*+*+*++++++++*++++++++++**
--FLOW-PROCESS FROM NODE 50.00 TO NODE 50.00 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 .87
RAINFALL INTENSITY(INCH/HR) = 3.52
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 27. 96 15. 18 3.475 17.40
2 3.71 14 .87 3.523 2.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
3
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 31.29 14 .87 3. 523
2 31. 62 15. 18 3. 475
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31. 62 Tc (MIN. ) = 15. 18
TOTAL AREA(ACRES) = 19.70
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 50.00 TO NODE 50. 10 IS CODE = 4
--------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
»»>USING USER-SPECIFIED PIPESIZE«<<<
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 12.0
UPSTREAM NODE ELEVATION = 253. 60
DOWNSTREAM NODE ELEVATION = 251. 60
FLOWLENGTH(FEET) = 89.48 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 31. 62
TRAVEL TIME(MIN. ) _ .12 TC(MIN. ) = 15.31
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 50. 10 TO NODE 160. 10 IS CODE = 4
------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE«<<<
DEPTH OF FLOW IN 24 .0 INCH PIPE IS 18.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 12.2
UPSTREAM NODE ELEVATION = 251.50
DOWNSTREAM NODE ELEVATION = 245. 96
FLOWLENGTH(FEET) = 222.80 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 24 .00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 31. 62
TRAVEL TIME(MIN. ) _ .30 TC(MIN. ) = 15. 61
FLOW PROCESS FROM NODE 160. 10 TO NODE 160. 10 IS CODE = 10
------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 21
--------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 310.00
4
UPSTREAM ELEVATION = 322.00
DOWNSTREAM ELEVATION = 281.50
ELEVATION DIFFERENCE = 40.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.747
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 959
SUBAREA RUNOFF(CFS) = 6. 47
TOTAL AREA(ACRES) = 2. 90 TOTAL RUNOFF(CFS) = 6.47
FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 51
------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION = 381.50
DOWNSTREAM NODE ELEVATION = 272.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00
CHANNEL SLOPE _ .4977
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 15.000
MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 6.47
FLOW VELOCITY(FEET/SEC) = 7.38 FLOW DEPTH(FEET) _ .21
TRAVEL TIME(MIN. ) _ .50 TC(MIN. ) = 9.24
--FLOW-PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 8
-------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .786
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .43
TOTAL AREA(ACRES) = 3. 10 TOTAL RUNOFF(CFS) = 6. 90
TC(MIN) = 9.24
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
--FLOW-PROCESS FROM NODE 80.00 TO NODE 110.00 IS CODE = 4
-------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>>>>>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6. 9 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 11. 1
UPSTREAM NODE ELEVATION = 272.00
DOWNSTREAM NODE ELEVATION = 270.76
FLOWLENGTH(FEET) = 25.21 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 6. 90
TRAVEL TIME(MIN. ) _ .04 TC(MIN. ) = 9.28
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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. ) = 9.28
RAINFALL INTENSITY(INCH/HR) = 4.77
TOTAL STREAM AREA(ACRES) = 3. 10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6. 90
FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---------------------------
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 330.00
UPSTREAM ELEVATION = 320.00
DOWNSTREAM ELEVATION = 310.00
ELEVATION DIFFERENCE = 10.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14 . 688
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.550
SUBAREA RUNOFF(CFS) = 2.24
TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.24
FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
-----------------------------
UPSTREAM ELEVATION = 310.00 DOWNSTREAM ELEVATION = 275.00
STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 17.50
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4 .60
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .29
HALFSTREET FLOODWIDTH(FEET) = 8.00
AVERAGE FLOW VELOCITY(FEET/SEC. ) = 6.07
PRODUCT OF DEPTH&VELOCITY = 1.74
STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 15.81
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.385
SOIL CLASSIFICATION IS "D"
6
RURAL DEVELOPMENT RUNOFF COEFFICIENT = . 4500
SUBAREA AREA(ACRES) = 3. 10 SUBAREA RUNOFF(CFS) = 4 ,72
SUMMED AREA(ACRES) = 4 .50 TOTAL RUNOFF(CFS) = 6. 96
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH (FEET) = 10.00
FLOW VELOCITY(FEET/SEC. ) = 6.22 DEPTH*VELOCITY = 2.03
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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. ) = 15.81
RAINFALL INTENSITY(INCH/HR) = 3.38
TOTAL STREAM AREA(ACRES) = 4 .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6. 96
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 6. 90 9.28 4 .773 3. 10
2 6. 96 15. 81 3.385 4 .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 11.84 9.28 4 .773
2 11.85 15.81 3.385
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.85 Tc(MIN. ) = 15.81
- TOTAL AREA(ACRES) = 7. 60
++++++++++++++++++++++++++++*++++++++++++++++++++++*++++++++++++++++++++++++
FLOW PROCESS FROM NODE 110.00 TO NODE 140.00 IS CODE = 4
--------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>>>>>USING USER-SPECIFIED PIPESIZE««<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14 . 1 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 8.0
UPSTREAM NODE ELEVATION = 270.43
DOWNSTREAM NODE ELEVATION = 269. 93
FLOWLENGTH(FEET) = 32.50 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 11.85
TRAVEL TIME(MIN. ) _ .07 TC(MIN. ) = 15.88
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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. ) = 15.88
RAINFALL INTENSITY(INCH/HR) = 3.38
TOTAL STREAM AREA(ACRES) = 7. 60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.85
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21
---------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 190.00
UPSTREAM ELEVATION = 309.00
DOWNSTREAM ELEVATION = 306.00
ELEVATION DIFFERENCE = 3.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.850
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3. 687
SUBAREA RUNOFF(CFS) = 1.00
TOTAL AREA(ACRES) _ . 60 TOTAL RUNOFF(CFS) = 1.00
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 6
---------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
UPSTREAM ELEVATION = 306.00 DOWNSTREAM ELEVATION = 275.00
STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.
STREET HALFWIDTH(FEET) = 17.50
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .083
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.95
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .23
HALFSTREET FLOODWIDTH(FEET) = 5.00
AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5.29
PRODUCT OF DEPTH&VELOCITY = 1.20
STREETFLOW TRAVELTIME(MIN) = 1.01 TC(MIN) = 14 .86
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.524
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1. 90
8
SUMMED AREA(ACRES) = 1. 80 TOTAL RUNOFF(CFS) = 2. 90
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) _ .25 HALFSTREET FLOODWIDTH (FEET) = 6.00
FLOW VELOCITY(FEET/SEC. ) = 6.06 DEPTH*VELOCITY = 1 .49
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 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 . 86
RAINFALL INTENSITY(INCH/HR) = 3.52
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2. 90
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 11.85 15. 88 3.376 7.60
2 2. 90 14 .86 3.524 1. 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 14 .25 14 .86 3.524
2 14 . 63 15.88 3.376
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14. 63 Tc(MIN. ) = 15.88
TOTAL AREA(ACRES) = 9.40
++++++++++++*+++++*+++++*+++++++++*+++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 140.00 TO NODE 140. 10 IS CODE = 4
-----------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
»»>USING USER-SPECIFIED PIPESIZE<<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 13.4
UPSTREAM NODE ELEVATION = 268.50
DOWNSTREAM NODE ELEVATION = 267. 56
FLOWLENGTH(FEET) = 19.04 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 14 .63
TRAVEL TIME(MIN. ) _ .02 TC(MIN. ) = 15. 91
FLOW PROCESS FROM NODE 140.10 TO NODE 150.00 IS CODE = 51
.. 9
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
--------------------
UPSTREAM NODE ELEVATION = 267.56
DOWNSTREAM NODE ELEVATION = 261.57
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00
CHANNEL SLOPE _ .0399
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .035 MAXIMUM DEPTH (FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 14 . 63
FLOW VELOCITY(FEET/SEC) = 3.95 FLOW DEPTH (FEET) _ . 35
TRAVEL TIME(MIN. ) _ . 63 TC(MIN. ) = 16. 54
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
------------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.289
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .44
TOTAL AREA(ACRES) = 9.70 TOTAL RUNOFF(CFS) = 15.07
TC(MIN) = 16.54
FLOW PROCESS FROM NODE 150.00 TO NODE 150.10 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE««<
----------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 14 .2
UPSTREAM NODE ELEVATION = 261.57
DOWNSTREAM NODE ELEVATION = 258.42
FLOWLENGTH(FEET) = 56.12 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 15.07
TRAVEL TIME(MIN. ) _ .07 TC(MIN. ) = 16. 60
FLOW PROCESS FROM NODE 150.10 TO NODE 160.00 IS CODE = 51
----------------------------------------------------------------------------
»»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
>>>>>TRAVELTIME THRU SUBAREA««<
UPSTREAM NODE ELEVATION = 258.42
DOWNSTREAM NODE ELEVATION = 251.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 154.00
CHANNEL SLOPE _ .0482
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = .035 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA(CFS) = 15.07
10
FLOW VELOCITY(FEET/SEC) = 5. 13 FLOW DEPTH(FEET) _ .49
TRAVEL TIME(MIN. ) _ .50 TC(MIN. ) = 17 . 10
++++*++++++*++*+++++++**+++*+++*++++++++++a+a++aa+++++++a++at+++ataa+++aaa++
FLOW PROCESS FROM NODE 150. 10 TO NODE 160.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------------
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SUBAREA AREA(ACRES) _ .60 SUBAREA RUNOFF(CFS) _ .87
TOTAL AREA(ACRES) = 10.30 TOTAL RUNOFF(CFS) = 15. 94
TC(MIN) = 17. 10
FLOW PROCESS FROM NODE 160.00 TO NODE 160.10 IS CODE = 4
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE<<<<<
----------------------------
PIPEFLOW VELOCITY(FEET/SEC. ) = 9.0
UPSTREAM NODE ELEVATION = 251.00
DOWNSTREAM NODE ELEVATION = 250. 63
FLOWLENGTH(FEET) = 37.00 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 15. 94
TRAVEL TIME(MIN. ) _ .07 TC(MIN. ) = 17. 17
FLOW PROCESS FROM NODE 160.10 TO NODE 160. 10 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. 94 17.17 3.210 10.30
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 31. 62 15. 61 3.414 19.70
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 46. 61 15. 61 3.414
2 45. 67 17. 17 3.210
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 46.61 Tc(MIN. ) = 15.61
TOTAL AREA(ACRES) = 30.00
11
FLOW PROCESS FROM NODE 160. 10 TO NODE 190.00 IS CODE = 4
--------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE<<<<<
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 12.0
UPSTREAM NODE ELEVATION = 245. 96
DOWNSTREAM NODE ELEVATION = 245.79
FLOWLENGTH (FEET) = 9.52 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 46. 61
TRAVEL TIME(MIN. ) _ .01 TC(MIN. ) = 15. 62
FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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. 62
RAINFALL INTENSITY(INCH/HR) = 3.41
TOTAL STREAM AREA(ACRES) = 30.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 46. 61
--FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 21
---------------------------
----------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
SOIL CLASSIFICATION IS "D"
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 337.00
DOWNSTREAM ELEVATION = 322.00
ELEVATION DIFFERENCE = 15.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.062
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.493
SUBAREA RUNOFF(CFS) = 5. 19
TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 5.19
--FLOW-PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6
----------
-------------------------------------
»»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««<
----------- --
UPSTREAM ELEVATION = 322.00 DOWNSTREAM ELEVATION = 261.00
STREET LENGTH(FEET) = 1270.00 CURB HEIGHT(INCHES) = 6.
12
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) = 6.44
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) _ .34
HALFSTREET FLOODWIDTH(FEET) = 10. 46
AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5.31
PRODUCT OF DEPTH&VELOCITY = 1.78
STREETFLOW TRAVELTIME(MIN) = 3. 99 TC(MIN) = 19.05
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.002
*USER SPECIFIED(SUBAREA) :
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2,52
SUMMED AREA(ACRES) = 4 .50 TOTAL RUNOFF(CFS) = 7,71
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) _ .36 HALFSTREET FLOODWIDTH(FEET) = 11. 62
FLOW VELOCITY(FEET/SEC. ) = 5.25 DEPTH*VELOCITY = 1.88
FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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. ) = 19.05
RAINFALL INTENSITY(INCH/HR) = 3.00
TOTAL STREAM AREA(ACRES) = 4 .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 46. 61 15.62 3.412 30.00
2 7.71 19.05 3.002 4 .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 53.39 15. 62 3.412
2 48.72 19.05 3.002
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 53.39 Tc(MIN. ) = 15. 62
TOTAL AREA(ACRES) = 34 .50
13
--FLOW-PROCESS FROM NODE 190.00 TO NODE 190.10 IS CODE = 4
-----------------------
------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE««<
PIPEFLOW VELOCITY(FEET/SEC. ) = 10. 9
UPSTREAM NODE ELEVATION = 245.72
DOWNSTREAM NODE ELEVATION = 245.02
FLOWLENGTH (FEET) = 38.48 MANNING'S N = .013
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 53.39
TRAVEL TIME (MIN. ) = .06 TC(MIN. ) = 15. 68
END OF STUDY SUMMARY: - ---
PEAK FLOW RATE(CFS) = 53.39 Tc(MIN. ) = 15. 68
TOTAL AREA(ACRES) = 34 .50
END OF RATIONAL METHOD ANALYSIS
14
II. CALCULATIONS
C. HYDRAULIC GRADE LINES AND
ENERGY GRADE LINES
+++++***+*+++++++++++++r++++++r+++++++++++r+++rr+r++r++a+r++++r+r+r+r++r+rr++r
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 7. 1 Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA
5115 AVENIDA ENCINAS
SUITE L
CARLSBAD, CA 92008
++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++r++++r
* HYDRAULIC GRADE LINE - NODE 190. 1 TO NODE 160.0 +
+
+
+
+
-------------------------------------------------------------------
FILE NAME: 774-P1.DAT
TIME/DATE OF STUDY: 15:28 2/ 5/2003
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)
190. 10- 2.50 1508.21 2.09* 1523.88
} FRICTION
190.00- 2.34*Dc 1490.90 2.34*Dc 1490.90
} JUNCTION
190. 00- 3.70* 1608. 90 2.06 1227.48
} FRICTION
160. 10- 3.66* 1594 .48 2.25 Dc 1212.66
} JUNCTION
160. 10- 7.14* 983. 16 .76 563.84
} FRICTION
160.00- 2. 99* 525.76 1.42 Dc 358.43
} CATCH BASIN
160.00- 4.51* 414.31 1.42 Dc 74 .34
----------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
-----------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 190. 10 FLOWLINE ELEVATION = 245.00
PIPE FLOW = 53.39 CFS PIPE DIAMETER = 30.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 247.500
---------------------------------------------------------------
1
NODE 190. 10 : HGL = < 247.086>;EGL= < 249.397>;FLOWLINE= < 245.000>
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 190.10 TO NODE 190.00 IS CODE = 1
UPSTREAM NODE 190.00 ELEVATION = 245.72 (FLOW IS SUPERCRITICAL)
-------------------------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
PIPE FLOW = 53.39 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 38. 48 FEET MANNING'S N = .01300
---------------------------------------------------------
NORMAL DEPTH(FT) = 1. 95 CRITICAL DEPTH(FT) = 2.34
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.34
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 2.338 11. 179 4 .280 1490. 90
. 109 2.323 11.225 4 .281 1491.03
.437 2.307 11.273 4 .282 1491. 42
. 986 2.292 11.324 4 .284 1492.07
1.763 2.276 11.377 4.287 1492. 97
2.778 2.260 11.432 4 .291 1494 .12
4 .044 2.245 11.490 4 .296 1495.52
5.577 2.229 11.549 4 .302 1497. 17
7.400 2.214 11. 611 4 .308 1499.07
9.539 2. 198 11. 675 4 .316 1501.21
12.027 2. 182 11.741 4.324 1503.61
14 . 905 2. 167 11.809 4 .333 1506.25
18.224 2. 151 11.879 4 .344 1509. 15
22.048 2. 135 11. 952 4.355 1512.30
26.460 2. 120 12.027 4 .367 1515.71
31.564 2.104 12. 104 4 .381 1519.38
37. 502 2.089 12. 183 4 .395 1523.31
38.480 2.086 12. 195 4.397 1523.88
-------------------------------------------
NODE 190.00 : HGL = < 248.058>;EGL= < 250.000>;FLOWLINE= < 245.720>
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 5
--UPSTREAM NODE 190.00 ELEVATION = 245.79 (FLOW IS AT CRITICAL DEPTH)
----------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT. ) (FT/SEC)
UPSTREAM 46. 61 30.00 .00 245.79 2.25 9.495
DOWNSTREAM 53.39 30.00 - 245.72 2.34 11.182
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 6.78===Q5 EQUALS BASIN INPUT===
LACFCD 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 _ .01291
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE _ .01464
2
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01378
JUNCTION LENGTH = 4 .00 FEET
FRICTION LOSSES = .055 FEET ENTRANCE LOSSES = .388 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+ (ENTRANCE LOSSES)
JUNCTION LOSSES = ( .504) + ( .388) _ .892
------------------------------------
--------------
NODE 190.00 : HGL = < 249.493>;EGL= < 250.893>;FLOWLINE= < 245.790>
FLOW PROCESS FROM NODE 190.00 TO NODE 160. 10 IS CODE = 1
UPSTREAM NODE 160. 10 ELEVATION = 245. 96 (FLOW IS UNDER PRESSURE)
-----------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
PIPE FLOW = 46. 61 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 9.52 FEET MANNING'S N - .01300
SF=(Q/K) **2 = ( ( 46. 61) / ( 410.158) ) **2 = .01291
HF=L*SF = ( 9.52) * ( .01291) _ . 123
-----------------------
-------------------------
NODE 160. 10 : HGL = < 249. 615>;EGL= < 251.016>;FLOWLINE= < 245. 960>
FLOW PROCESS FROM NODE 160. 10 TO NODE 160.10 IS CODE = 5
--UPSTREAM-NODE- 160. 10 ELEVATION = 246.00 (FLOW IS UNDER PRESSURE)
--------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT. ) (FT/SEC)
UPSTREAM 15. 94 18.00 45.00 246.00 1.42 9.020
DOWNSTREAM 46. 61 30.00 245. 96 2.25 9.495
LATERAL #1 .00 .00 00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 30. 67===Q5 EQUALS BASIN INPUT===
LACFCD 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 _ .02303
DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE _ .01291
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01797
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = .072 FEET ENTRANCE LOSSES = .280 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+ (ENTRANCE LOSSES)
JUNCTION LOSSES = ( 3. 107)+ ( .280) = 3.387
---------------------------
-----------------------
NODE 160. 10 : HGL = < 253. 139>;EGL= < 254.403>;FLOWLINE= < 246.000>
FLOW PROCESS FROM NODE 160. 10 TO NODE 160.00 IS CODE = 1
--UPSTREAM-NODE- 160.00 ELEVATION = 251.00 (FLOW IS UNDER PRESSURE)
-----------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW = 15. 94 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 37.00 FEET MANNING'S N = .01300
SF=(Q/K) **2 = ( ( 15. 94) / ( 105.043) ) **2 = .02303
HF=L*SF = ( 37.00) * ( .02303) _ .852
-----------------------------
-------------------- ____
NODE 160.00 : HGL = < 253. 991>;EGL= < 255.25.5>;FLOWLINE= < 251.000>
3
FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 8
--UPSTREAM NODE 160.00 ELEVATION = 251.00 (FLOW IS UNDER PRESSURE)
----------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
PIPE FLOW = 15. 94 CFS PIPE DIAMETER = 18.00 INCHES
FLOW VELOCITY = 9.02 FEET/SEC. VELOCITY HEAD = 1.263 FEET
--CATCH-BASIN ENERGY LOSS = .2* (VELOCITY HEAD) _ .2* ( 1.263) _ .253
----- --------------------------------------------- ---
----------------------
NODE 160.00 : HGL = < 255.507>;EGL= < 255.507>;FLOWLINE= < 251.000>
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 160. 00 FLOWLINE ELEVATION = 251.00
ASSUMED UPSTREAM CONTROL HGL = 252. 42 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
4 -
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFCD, LACRD, AND OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 7. 1 Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA
5115 AVENIDA ENCINAS
SUITE L
CARLSBAD, CA 92008
********+*+*************** DESCRIPTION OF STUDY *************+*++**+++++++
* HYDRAULIC GRADE LINE - NODE 150.1 TO NODE 150.0 +
+
* +
+
------------------------------------------------
FILE NAME: 774-P2.DAT
TIME/DATE OF STUDY: 15: 40 2/ 5/2003
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)
150. 10- 1.41 Dc 328.17 83*
} FRICTION 462'84
150.00- 1.41*Dc 328. 17 1.41*Dc
} CATCH BASIN 328.17
150.00- 2.83* 229.87 1.41 Dc 72.55
----------------------
------------------------------
- --MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
----------------------------------
-----------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 150. 10 FLOWLINE ELEVATION = 258.42
PIPE FLOW = 15.07 CFS PIPE DIAMETER = 18.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 259.290
*NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( .87 FT. )
IS LESS THAN CRITICAL DEPTH( 1.41 FT. )
CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH
FOR UPSTREAM RUN ANALYSIS
-----------------------------
-------------------------
NODE 150. 10 : HGL = < 259.247>;EGL= < 262.784>;FLOWLINE= < 258.420>
FLOW PROCESS FROM NODE 150.10 TO NODE 150.00 IS CODE = 1
....... .... . ..
i
--UPSTREAM NODE 150.00 ELEVATION = 261.57 (FLOW IS SUPERCRITICAL)
---------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
PIPE FLOW = 15. 07 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 56. 12 FEET MANNING'S N = .01000
------------------- -
-----------------------------
NORMAL DEPTH (FT) _ .72 CRITICAL DEPTH (FT) 1. 41
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.41
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
---------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 1. 407 8.750 2.597 328.17
.051 1.379 8.859 2.599 328.42
.205 1.352 8. 984 2. 606 329.16
.462 1.324 9.123 2.618 330.37
.827 1.297 9.277 2.634 332.05
1.309 1.269 9.445 2. 656 334 .22
1. 917 1.242 9. 629 2. 683 336.88
2. 665 1.215 9.829 2.715 340.05
3. 568 1. 187 10.045 2.755 343.76
4 . 648 1. 160 10.278 2.801 348.03
5. 928 1. 132 10.530 2.855 352.89
7.440 1.105 10.801 2.917 358.39
9.222 1.077 11.093 2. 989 364.56
11.323 1.050 11.408 3.072 371.46
13.804 1.022 11.747 3. 166 379.13
16.746 . 995 12.112 3.274 387. 65
20.256 . 967 12.507 3.398 397.08
24 .480 . 940 12. 933 3.539 407.49
29. 624 . 912 13.394 3.700 419.00
35. 992 .885 13.894 3. 884 431. 69
44 . 056 .857 14 . 435 4 .095 445. 69
54 . 608 .830 15.025 4 .337 461. 15
56. 120 .827 15.089 4.364 462.84
-------------------------------------
NODE 150.00 : HGL = < 262. 977>;EGL= < 264 .167>;FLOWLINE= < 261.570>
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 8
UPSTREAM NODE 150.00 ELEVATION = 261.57 (FLOW IS AT CRITICAL DEPTH)
----------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) :
PIPE FLOW = 15.07 CFS PIPE DIAMETER = 18.00 INCHES
FLOW VELOCITY = 8.75 FEET/SEC. VELOCITY HEAD = 1.190 FEET
--CATCH-BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2* ( 1. 190) = 238
------------------------
NODE 150.00 : HGL = < 264 .405>;EGL= < 264 .405>;FLOWLINE= < 261.570>____
******************************************************************************
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 150.00 FLOWLINE ELEVATION = 261.57
ASSUMED UPSTREAM CONTROL HGL = 262. 98 FOR DOWNSTREAM RUN ANALYSIS
2
+++++++x+++x+xxx+x+++x++++x+++x+++xx+x++++++x++t+x++x+++x++x+++++++xxxx++x+xxx
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-98 Advanced Engineering Software (aes)
Ver. 7. 1 Release Date: 01/01/98 License ID 1459
Analysis prepared by:
BHA
5115 AVENIDA ENCINAS
SUITE L
CARLSBAD, CA 92008
++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++*+++++x+++++++++
* HYDRAULIC GRADE LINE - NODE 140. 1 TO NODE 80.0
+
* +
+
--------------------------------------------------
FILE NAME: 774-P3.DAT
TIME/DATE OF STUDY: 15:38 2/ 5/2003
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)
140. 10- 1.40 Dc 313.44 , 97+
} FRICTION 373.46
140.00- 1.40 Dc 313.44 1.26*
} JUNCTION 319.47
140.00- FRICTION 1.31 Dc 228.59 1.04* 245.53
}
110.00- JUNCTION 1.31*Dc 228.59 1.31*Dc 228.59
}
110.00- 2.29* 216.05 . 60
} FRICTION 151.94
80.00- } HYDRAULIC JUMP
1.02 Dc 107. 91 1.02*Dc 107. 91
} CATCH BASIN
80.00- 1.56* 89.58 1.02 Dc 35.55
---------------
---------------------------------------
--MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
-------------------- _ ________
-------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 140. 10 FLOWLINE ELEVATION = 267.56
PIPE FLOW = 14.63 CFS PIPE DIAMETER = 18.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 268.450
*NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( .89 FT. )
1
IS LESS THAN CRITICAL DEPTH( 1.40 FT. )
CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH
FOR UPSTREAM RUN ANALYSIS
-------------------
----------------------------
NODE 140. 10 : HGL = < 268.535>;EGL= < 270.783>;FLOWLINE= < 267.560>
FLOW PROCESS FROM NODE 140. 10 TO NODE 140.00 IS CODE = 1
--UPSTREAM NODE 140.00 ELEVATION = 268.50 (FLOW IS SUPERCRITICAL)
--------------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
PIPE FLOW = 14 . 63 CFS PIPE DIAMETER = 18. 00 INCHES
PIPE LENGTH = 19.04 FEET MANNING'S N = .01000
----------------------------- -
-------------------
NORMAL DEPTH (FT) _ .73 CRITICAL DEPTH (FT) 1 .40
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.26
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-----------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 1.256 9.258 2.587 319.47
.515 1.235 9.398 2.607 321.39
1. 121 1.214 9.546 2. 630 323.60
1.825 1.193 9.704 2. 656 326. 10
2. 638 1. 172 9.872 2.686 328.90
3.570 1. 151 10.049 2.720 332.02
4 . 635 1.130 10.237 2.759 335.47
5.848 1.110 10.435 2.802 339.26
7.230 1.089 10.646 2.850 343.42
8.801 1.068 10.868 2. 903 347. 96
10.589 1.047 11. 104 2. 963 352.90
12. 627 1.026 11.353 3.029 358.27
14 . 957 1.005 11. 617 3. 102 364 . 10
17. 628 . 984 11.896 3. 183 370.40
19.040 . 975 12.030 3.223 373.46
---------------------------------
----------------
NODE 140. 00 : HGL = < 269.756>;EGL= < 271.087>;FLOWLINE= < 268.500>
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 5
--UPSTREAM NODE 140.00 ELEVATION = 269. 93 (FLOW IS SUPERCRITICAL)
--------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT. ) (FT/SEC)
UPSTREAM 11.85 18.00 .00 269. 93 1.31 9.062
DOWNSTREAM 14.63 18.00 - 268.50 1.40 9.261
LATERAL #1 .00 .00 .00 .00 .00 .000
LATERAL #2 .00 .00 .00 .00 .00 .000
Q5 2.78===Q5 EQUALS BASIN INPUT===
LACFCD 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 = .01000; FRICTION SLOPE _ .01101
2
DOWNSTREAM: MANNING'S N = .01000; FRICTION SLOPE _ .01107
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01104
JUNCTION LENGTH = 4 . 00 FEET
FRICTION LOSSES = .044 FEET ENTRANCE LOSSES = .266 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+ (ENTRANCE LOSSES)
JUNCTION LOSSES = ( .892)+ ( .266) = 1. 158
---------------------------- ____
-----------
NODE 140.00 : HGL = < 270. 970>;EGL= < 272.245>;FLOWLINE= < 269. 930>
FLOW PROCESS FROM NODE 140.00 TO NODE 110.00 IS CODE = 1
--UPSTREAM NODE 110.00 ELEVATION = 270.43 (FLOW IS SUPERCRITICAL)
-----------------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD) :
PIPE FLOW = 11.85 CFS PIPE DIAMETER = 18.00 INCHES
--PIPE-LENGTH = 32.50 FEET MANNING'S N = .01000
---------------------- -
-----------------------------
--NORMAL DEPTH(FT) = 92 CRITICAL DEPTH(FT) 1.31
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.31
--GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
-------------------------------------------------- ------
--------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC
PRESSURE+
CONTROL(FT)
(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 1.308 7.245 2. 124 228.59
.057 1.293 7.315 2.124 228.64
.233 1.277 7.389 2. 125 228.79
.535 1.262 7.466 2. 128 229.03
. 974 1.247 7.547 2.132 229.38
1.561 1.231 7. 632 2.136 229.84
2.310 1.216 7.720 2.142 230.40
3.237 1.201 7.813 2.149 231.07
4 .361 1. 185 7. 910 2. 157 231.85
5.707 1. 170 8.011 2.167 232.75
7.302 1. 155 8. 117 2. 178 233.77
9. 180 1.139 8.227 2.191 234. 91
11.385 1. 124 8.342 2.205 236. 18
13. 968 1. 108 8.461 2.221 237.58
16. 996 1.093 8.586 2.239
20.555 1.078 8.716 239. 11
24 .760 1.062 8.852 2.258 240.79
2.280 292. 61
29.765
1.047 8. 993 2.304 244 .58
32.500 1.040 9.059 2.315 245.53
---- -
----------------------
NODE 110.00 : HGL - < 271.738>•EGL= < 272.553>;FLOWLINE= < 270.430>
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 5
--UPSTREAM-NODE- 110.00 ELEVATION = 270.76 (FLOW IS AT CRITICAL DEPTH)
--------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT. ) (FT/SEC)
UPSTREAM 6. 90 18.00 .00 270.76 1.02
DOWNSTREAM 11.85 18.00 3.905
LATERAL #1 - 270.43 1.31 7.297
00 .00 .00 .00 .00 .000
3
i
LATERAL #2 .00 .00 . 00 .00 .00
Q5 4 . 95===Q5 EQUALS BASIN INPUT=== •000
LACFCD 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 = .01000; FRICTION SLOPE _ .00255
DOWNSTREAM: MANNING'S N = .01000; FRICTION SLOPE _ .00685
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00470
JUNCTION LENGTH = 4 .00 FEET
FRICTION LOSSES = .019 FEET ENTRANCE LOSSES = .163 FEET
JUNCTION LOSSES = (DY+HV1-HV2) + (ENTRANCE LOSSES)
JUNCTION LOSSES = ( .516)+ ( .163) _ . 679
--------------------------
-------------------------
NODE 110.00 : HGL = < 272. 996>;EGL= < 273.233>;FLOWLINE= < 270.760>
******************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 80.00 IS CODE = 1
--UPSTREAM NODE 80.00 ELEVATION = 272.00 (HYDRAULIC JUMP OCCURS)
-------------------------------------
-----------------
CALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW = 6. 90 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 25.21 FEET MANNING'S N = 01000
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
------------------------ -
-----------------------------
NORMAL DEPTH(FT) _ .49 CRITICAL DEPTH(FT) 1.02
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
------------------------------
-----------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
.000 1.017 5. 410 1.471 107.91
.020 . 996 5.540 1. 472 107. 98
.082 . 974 5. 677 1.475 108. 19
. 192 . 953 5.823 1.480 108.56
.356 . 932 5. 979 1.487 109.09
.580 . 911 6. 143 1.497 109.79
•873 .890 6.319 1.510 110. 67
1.244 •868 6.505 1.526 111.74
1.705 .847 6.704 1.546 113.02
2.269 .826 6. 916 1.569 114 .52
2. 954 .805 7. 143 1.598 116.26
3.778 .784 7.386 1. 631 118.25
4 .769 .762 7.646 1.671 120.51
5. 957 .741 7. 926 1.717 123.08
7.384 .720 8.226 1.771 125. 96
9.101 .699 8.550 1.835 129.21
11. 178 . 678 8.899 1. 908 132.83
13.711 . 656 9.277 1. 994 136.89
16.835 .635 9. 688 2.093 141.41
20.747 . 614 10.134 2.210 146.46
25.210 .595 10.565 2.329 151.44
-------------------------------------------------------
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
4
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.24
---------------
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
----------------------------------------
DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
. 000 2.236 3. 905 2. 473 216.05
15.779 1.500 3. 905 1.737 134 . 91
-----------
ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
----------------
-----------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
15.779 1.500 3. 903 1.737 134. 91
16. 168 1.481 3. 913 1.719 132. 91
16.534 1.461 3. 931 1.701 131.03
16.886 1.442 3. 954 1.685 129.22
17.226 1.423 3. 981 1. 669 127.49
17. 554 1.403 4 .013 1. 654 125.83
17.872 1.384 4 .048 1. 639 124 .24
18. 180 1.365 4 .086 1. 624 122.70
18.478 1.345 4 . 128 1. 610 121.24
18.766 1.326 4 . 173 1.597 119.84
19.043 1.307 4 .222 1.584 118.51
19.310 1.287 4 .274 1.571 117.24
19.565 1.268 4 .329 1.559 116.05
19. 808 1.249 4 .388 1.548 114 . 92
20.040 1.229 4.450 1.537 113.87
20.258 1.210 4 .516 1.527 112.90
20.462 1. 191 4.585 1.517 112.00
20. 651 1.171 4 .659 1.509 111.18
20.824 1. 152 4 .736 1.501 110.45
20. 979 1.133 4 .818 1.493 109.80
21. 116 1.113 4 . 904 1.487 109.24
21.233 1.094 4. 995 1.482 108.77
21.327 1.075 5.091 1.477 108.40
21.398 1.055 5. 192 1.474 108.13
21.442 1.036 5.298 1.472 107. 97
21.458 1.017 5.410 1.471 107. 91
25.210 1.017 5.410 1.471 107. 91
------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------
I PRESSURE+MOMENTUM BALANCE OCCURS AT 17.35 FEET UPSTREAM OF NODE 110.00 I
-------DOWNSTREAM-DEPTH-= 1.415 FEET, UPSTREAM CONJUGATE DEPTH = .714 FEET
---------------------
----------------------------
NODE 80.00 : HGL = < 273.017>;EGL= < 273.471>;FLOWLINE= < 272.000>
******************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8
--UPSTREAM NODE 80.00 ELEVATION = 272.00 (FLOW IS AT CRITICAL DEPTH)
---------------------------------------------------
CALCULATE CATCH BASIN ENTRANCE LOSSES (LACFCD) : .
PIPE FLOW = 6. 90 CFS PIPE DIAMETER = 18.00 INCHES
FLOW VELOCITY = 5.41 FEET/SEC. VELOCITY HEAD = .455 FEET
CATCH BASIN ENERGY LOSS = .2* (VELOCITY HEAD) = .2* ( .455) _ .091
__ 5
----------------- ___ _ __ _
------------- ____
NODE 80.00 : HGL = < 273.562>;EGL= < 273.562>;FLOWLINE= < 272.000>
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 80.00 FLOWLINE ELEVATION =
ASSUMED UPSTREAM CONTROL HGL = UN ANA
273.02 FOR DOWNSTREAM RUN ANALYSIS
--------------------
END OF GRADUALLY VARIED FLOW ANALYSIS
6
II. CALCULATIONS
D. INLET SIZING
i
C
d
E
O
V
O 3
O CA
T
T
t+y+ L 04 O N d
J d G Q
= o
c0
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III. EXHIBITS
M REFERENCES
to
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L:..3
CVJ C3
CLLrD
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Area :9"
Area B"
H Dcsiyn Paii��
ecl.ve S/ope Line llYafers/ieo� Duf/ef>
Sfreorn �ro�'i/e
L
- SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES COMPUTATION OF EFFECTIVE SLOPE
FOR NATURAL WATERSHEDS
DESIGN MANUAL. _.
APPROVED �� ►. fit -� er r; , DATE ; APPENDIX X-B
IV-A- 11
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C
Soil Group "'
Land e A B D D
Residential:
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobile Homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Commercial 'Z'
80% Impervious .70 .75 .80 .85
Industrial
90% Impervious .80 .85 .90 .95
NOTES:
Soil Group maps are available at the offices of the Department of Public Works.
(Z' Where actual conditions deviate significantly from the tabulated imperviousness
values of 80% or 90%, the values given for coefficient C, may be revised by
multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated
imperviousness. However, in no case shall the final coefficient be less than 0.50.
For example: Consider commercial property on D soil group.
Actual imperviousness = 50%
Tabulated imperviousness = 80%
Revised C = !0 x 0.85 = 0.53
80
IV-A-9
APPENDIX IX
Updated 4/93
f� EQl6,9770 f/
(Z_�g7_/ L J\ .3BS
Feel Tc - /)
5 000 Tc = Tine 01 eoncenli-afion
4000 L = Lengfh of wale shed
H • Difl«ence in e%va lion along
3000 e/f'ecfire S10,0e line (See Appenda-) B)T
L �
Mi/es Feef .yours Minufes
2,040 4 ?QO
3 /BO
/O
/DOD
� 900
BOO /.20
700 /DO
600 \\ S
90
SOO \ g0
400 ��f9 ¢ 70
300 \ K_ 3 / 60
\ SD
200 \\ 1
�D
loo / � SDOD
20
/B
so s \ /a
40 2000 \\ 12
/BOO \
30 NOTE /600 /O
/aD10 g
rLsza"_z saa ats s
IFOR NATURAL WATERSIE-DSSo /200 B
20 ADD TEN MINUTES TOP /1000 7
COMPUTED TIME OF CON 900
U ENTRATION_ BOO 6
— 700
600 S
400
300 3
5
?OO
A/ z r
SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION
DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (TC)
DESIGN MANUAL FOR NATURAL WATERSHEDS
APPROVED '� f� ��_ ��� DATE IzI14 7 APPENDIX X-A
lir-A-in no,, c/ai
�"— 15' '�
2 0� n
.015 .0175
n=
2°
Depth
I 013 RESIDENTIAL STREET
ONE SIDE ONLY
16— � f
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0.8—
0.5—
i
it I
0.4—•
f 2— 3 4 5 6 7 8 9 10
20 30 40 50
DISCHARGE (C.F S.)
EXAMPLE
Given: Q= 10 S= 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
SAN DIEGO COUNTY GOTTEN AND ROADWAY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DISCHARGE—VELOCITY CHART
DESIGN MANUAL t
APPROVED DATE C G
APPENDIX X-D
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APPENDIX XI IV-A-14
ATTACHMENT "G"
ENGINEER OF WORK STATEMENT
This Water Quality Technical Report has been prepared under the direction of the
following Registered Civil Engineer. The Registered Civil Engineer attests to the technical
information contained herein and the engineering data upon which recommendations,
conclusions, and decisions are based.
Ronald L. Holloway
Registered Civil Engineer Date
r , .
U0 50 0 100 200- 31
SCALE: 1" = 100'
EXHIBIT 'B "
PROPOSED HYDROLOGY
LEGEND
SUBAREA (ACRES)
SURFACE NODE
SURFACE RUNOFF (CFS)
50.1
31.6
bkmnc,
Iand planning, CNN a nalneeNng, surve�ing
5115 AVENIDA ENCINAS
SUITE "L"
CARLSBAD, CA. 92008-4387
(760) 931-8700
282-0774-400 DATE: 02-05-03
t