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2009-10417 G/ILine: is ot I63sLi GPENGREST1.xis rage i SCHEMATIC ENGINEER'S GRADING PLAN ESTIMATE friyp�ei -D,�e A�owoldsL�s FILE:IEN0891 DATE! 1211112009 BY: LA PROJECT NAME: ENCINITAS FIRE STATION ITEM OF WORK aw KTrIY uNrrs uerr COST AMOUNT Torus GRADING $346,533 1) EXCAVATE 2400 CY $22.00 $52,800 2) FILL AND IMPORT 15100 CY $11.50 $173,650 3) RETAINING WALL 4050 SF $29.65 $120,083 4) R PRI'VATE SURFACE IMPROVEMENTS $155,700 1) 8' PCC PAVING 18500 SF $6.50 $120,250 2) OR PCC CURB 975 LF $12.00 $11,700 3) 4' PCC SIDEWALK 1270 SF $5.00 $6,350 4) INTERLOCKING PAVERS 1450 SF $12.00 $17,400 5) C. DRAINAGEIMPROVEMENTS $53,125 1) 6' PVC STORM DRAIN PIPE 370 LF $20.00 $7,400 2) 12' PVC STORM DRAIN PIPE 420 LF $30.00 $12,600 3) 18' CATCH BASIN 5 EA $2,500.00 $12,500 4) 24' CATCH BASIN 3 EA $2,500.00 $7,500 5) DRAINAGE DITCH (D-75) 310 LF $15.00 $4,650 6) RIP RAP - NO, 3 BACKING (D40) 1 EA $1,500.00 $1,500 4) RIP RAP - NO.1 BACKING (D-40) 1 EA $2,000.00 $2,000 5) CONCRETE PIPE COLLAR (D-62) 1 EA $2,500.00 $2,500 6) BIO -SWALE 450 LF $5.50 $2,475 7) D. EROSION CONTROL $11,795 1) GRAVEL BAG 250 EA $1.10 $275 2) FIBER ROLL 1100 LF $2.25 $2,475 #SILTFENCE 12001LF $1.60 $1,920 4) HYDROSEED 20000 SF $0.201 $4,000 5) CONSTRUCTION ENTRANCE 500 SF $5.25 $2,625 6) CONCRETE WASH 1 EA $500.00 $500 7) E, SEWER SYSTEM IMPROVEMENTS $13,825 1) 4' PVC MAIN 90 LF $60.00 $5,400 2) 2' PRESSURE PVC 105 LF $50.00 $5,250 2) MANHOLE 1 EA $3,175.00 $3,175 3) rage i GPENGREST1.xls F. WATER SYSTEM IMPROVEMENTS 4- FIRE SERVICE BACKFLOW PREVENTOR 1 EA $5.000.00 $5,000 1) $5,000 2) 3) G. LANDSCAPE& IRRIGATION $94,110 1) SLOPE PLANTING (GROUND COVER 8 TREES) 67000,SF $0.79 $52,930 2) SLOPE IRRIGATION 67000 SF $0.59 $39,530 3J BACKFLOW PREVENTION ASSEMBLY 1 EA $1,650.001 $1,650 4) N. SUBTOTAL CONSTRUCTION COSTS $680,088 L CON77NGENCY $680,088 @ 10% $68,009 J. ESTIMATED TOTAL COST $748,097 Prepared By: SNIPES-WE ASS" I £S 8848 Center OHM, SUN G Lo Mesa, C4 91942 -2910 (619)697-9234 Reviewed By: DATE: Page 2 IPENGREST1.xls ray's 1 SCHEMATIC ENGINEER'S IMPROVEMENT PLAN ESTIMATE 6/e Ass�adsf�i 6 FILE: EN0693 DATE: 12111/2009 BY: I LA PROJECT NAME: ENCINITAS FIRE STATION • BIRMINGHAM DRIVE ITEM OF WORK QUA KM UNITS UNIT Cosy AIMNT TOTALS A PUBLIC STREETIMPROVEMENTS $23,070 1) ASPHALT CONCRETE 450 SF $5.00 $2,250 2) ASPHALT REMOVAL 300 SF $2.00 $600 3) 6' PCC CURB AND GUTTER (G-2) 211 LF $20.00 $4,2201 4) 5.5' PCC DRIVEWAY (G14B) 400 SF $7.00 $2,800 5) T PCC CROSS GUTTER (G72) 16M SF $8.00 $13,200 6) B. DRAINAGE IMPROVEMENTS $18,800 1) IT CMP STORM DRAINPIPE 40 LF $90.00 $3,600 2) IT PVC STORM DRAIN PIPE 30 LF $90.00 $2,700 3) HEAD WALL (D-30) 2 EA $3,000.00 $6,000 4) RIP RAP - NO.1 BACKING (1340) 2 EA $2,000.00 $4,000 5) CONCRETE PIPE COLLAR (D-62) 1 EA $2,500.00 $2,500 6) C. ' EROSION CONTROL $5,620 1) GRAVEL BAG 200 EA $1.10 $220 2) FIBER ROLL 300 LF $2.25 $675 3) SILT FENCE 250 LF $1.60 $400 4) HYDROSEED 6000 SF $0.20 $1,200 5) CONSTRUCTION ENTRANCE 500 SF $5.251 $2,625 6) CONCRETE WASH 1 EA $500.00 $500 7) D. SEWER SYSTEM IMPROVEMENTS $9,575 1) 4' PVC MAIN 50 LF $60.001 $3,000 2) 1 MANHOLE - PVC LINED (SM-07) 1 EA $5,525.00 $5,525 3) 1 CONCRETE ENCASEMENT 50 LF $21.00 $1,050 4) E. WATER SYSTEM IMPROVEMENTS $41,379 1) IT PVC MAIN 40 LF $70.00 $2,800 2) 10' PVC MAIN 296 LF $63.00 $18,648 3) 10' DIP MAIN 23 LF $63.00 $1,449 4) FIRE HYDRANT (WF -01) 1 EA $4,000.00 $4,000' 5)l 17 GATE VALVE 1 EA $3,700.00 $3,700 6) 1(' GATE VALVE 1 EA 1 $2,850.00 $2,850 7) T WATER SERVICE (WS-02) 2 EA $2,866.00 $5,732 8) 4' FIRE SERVICE (WF-05) 1 EA $2,200.00 $2,200 9 ray's 1 IPENGREST1.xls Page 2 $121,175 F. TRAFRCIMPROVEMENTS 1) STRIPING 1000 LF $0.65 $650 2) REMOVE STRIPING 375 LF $3.00 $1,125' 3) !DETECTOR LOOPS 8 EA $450.00 $3,600 4) PULL BOX RELOCATION 2 EA $400.001 $800' 5) TRAFFIC SIGNAL 1 EA $115,000.00 $115,000 G. SUBTOTAL CONSTRUCTION COSTS $219,619 N. CONTINGENCY $219,619 @ 10% $21,962 L ESTIMATED TOTAL COST $24101 Prepared By: SNIPES -DVE AS8OCL I TES 8948 CerMr or", Safe 0 Lr Mera, CA 91942-2910 (018)097 -9294 Reviewed By: DATE: Page 2 r. Order Number: NCS- 169540 -SO Page Number: 1 Updated December 5, 2005 lot AN ER/ ♦P CA First American Title Insurance Company National Commercial Services 411 Ivy Street San Diego, CA 92101 December 5, 2005 Tim Szucs Fidelity National Title Cc 760 Garden View Court #100 Encinitas, CA 92024 -2473 Phone: (760 )479 -4300 Fax: (760)943-1368 Title Officer: Phone: Fax No.: E -Mail: Buyer: Owner: Property 4311479 -TS Trixy C. Brown (619)231 -4625 (619)231 -4629 tcbrown @firstam.com The City Of Encinitas Chai Trust 618 Birmingham Drive, Encinitas, CA PRELIMINARY REPORT DEC A 6 2009 11 1 l 2A In response to the above referenced application for a policy of due insurance, this company hereby reports that it is prepared to sue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against Ions which may be sustained by reason of any defect, hen or encumbrance riot shown w referred to as an Exception below or not ezduded from coverage pursuant to the pnrxed SdredWes, Conditions and Stipulations of said Policy forms. The printed Exceptions and Exdxcsims from the coverage of said Policy or Policies are set forth in Exhibit A attached. Copies of the Policy forms should be read. They are availabte from the office which issued this report Please mad the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit of this report carefulty. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of the title insurance policy and should be carefully considered. It is important to note that this preliminary report is not a written representation as to the condition of tide and may hot list all liens, defects, and encumbrances affecting title to the land. First Amenran Title If Company Order Number: NCS- 169590 -SD Page Number: 2 This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the iswanoe of a policy of title insuranrc and no liability s aswrned hereby. If it s desired that liability be assumed prior to the issuance of a policy of title insurance, a Binder or Commitment stmid be requested. First American Tithe Insurance Company Order Number. NCS- 169540 -SO Page Number: 3 Dated as of November 28, 2005 at 7:30 A.M. The form of Policy of title insurance contemplated by this report is: To be determined A specific request should be made if another form or additional coverage is desired. Title to said estate or interest at the date hereof is vested in: King Y. Chai and Shiou King Chai, as Trustees of the Chai Trust, dated August 18, 1993 The estate or interest in the land hereinafter described or referred to covered by this Report is: Fee Simple The Land referred to herein is described as follows: (See attached Legal Description) At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in said policy form would be as follows: 1. General and special taxes and assessments for the fiscal year 2005 -2006. First Installment: $3,090.31, PAID Penalty: $309.03 Second Installment: $3,090.31, OPEN(Delinquent if not paid by 4- 10 -06) Penalty: $319.03 Tax Rate Area: 19006 A. P. No.: 260- 317 -10 -00 First Installment: $374.58, PAID Penalty: $37.46 Second Installment: $374.58, OPEN(Delinquent If not paid by 4 -10 -06) Penalty: $47.46 Tax Rate Area: 19006 A. P. No.: 260- 317 -09 -00 2. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75 of the California Revenue and Taxation Code. 3. The Recital contained on the Map of said land which agrees to allow the crossarms of poles or similar structures placed along the right of way of certain highways to hang over the abutting land. First Amencan Title Insurance Company Order Number: NCS- 169540 -SD Page Number:4 4. Abutter's rights of ingress and egress to or from the freeway, adjacent thereto have been relinquished in the document recorded August 29, 1961 as instrument no. 150253 of Official Records. Affects Parcel 2. 5. The condition that owner waives any claims for any and all damages to Grantor's remaining property contiguous to the freeway by reason of the location, construction, landscaping or maintenance of said highway as contained in Deeds recorded July 11, 1952 in Book 7162, Page 206, August 29, 1961 as instrument nos. 150253 and 150254 and October 18, 1961 as instrument nos. 180670 and 180671, all Official Records. Affects Parcel 2. 6. Abutter's rights of ingress and egress to or from freeway, adjacent thereto have been relinquished in the document recorded November 28, 1961 as instrument no. 205417 of Official Records. Affects Parcel 1. The fact that said land lies within the San Dieguito Reorganization Project Area, as disclosed by instrument recorded September 5, 1986 as Instrument no. 86- 390249 of Official Records. INFORMATIONAL NOTES 1. Prior to the issuance of any policy of title insurance, the Company will require: With respect to the trust referred to in the vesting: a. A certification pursuant to Section 18100.5 of the California Probate Code in a form satisfactory to the Company. b. Copies of those excerpts from the original trust documents and amendments thereto which designate the trustee and confer upon the trustee the power to act in the pending transaction. c. Other requirements which the Company may impose following its review of the material required herein and other information which the Company may require. 2. Should this report be used to facilitate your transaction, we must be provided with the following prior to the issuance of the policy: A. WITH RESPECT TO A CORPORATION: 1. A certificate of good standing of recent date issued by the Secretary of State of the corporation's state of domicile. 2. A certificate copy of a resolution of the Board of Directors authorizing the contemplated transaction and designating which corporate officers shall have the power to execute on behalf of the corporation. 3. Requirements which the Company may impose following its review of the above material and other information which the Company may require. first Amencan Ttle Insurance Company Order Number: NCS- 169540 -SD Page Number: 5 B. WITH RESPECT TO A CALIFORNIA LIMITED PARTNERSHIP: 1. A certified copy of the certificate of limited partnership (form LP -1) and any amendments thereto (form LP -2) to be recorded in the public records; 2. A full copy of the partnership agreement and any amendments; 3. Satisfactory evidence of the consent of a majority in interest of the limited partners to the contemplated transaction; 4. Requirements which the Company may impose following its review of the above material and other information which the Company may require. C. WITH RESPECT TO A FOREIGN LIMITED PARTNERSHIP; 1. A certified copy of the application for registration, foreign limited partnership (form LP -5) and any amendments thereto (form LP -6) to be recorded in the public records; 2. A full copy of the partnership agreement and any amendment; 3. Satisfactory evidence of the consent of a majority in interest of the limited partners to the contemplated transaction; 4. Requirements which the Company may impose following its review of the above material and other information which the Company may require. D. WITH RESPECT TO A GENERAL PARTNERSHIP: 1. A certified copy of a statement of partnership authority pursuant to Section 16303 of the California Corporation Code (forth GP -I), executed by at least two partners, and a certified copy of any amendments to such statement (form GP -7), to be recorded in the public records; 2. A full copy of the partnership agreement and any amendments; 3. Requirements which the Company may impose following its review of the above material required herein and other information which the Company may require. E. WITH RESPECT TO A LIMITED LIABILITY COMPANY: 1. A copy of its operating agreement and any amendments thereto; 2. If it is a California limited liability company, a certified copy of its articles of organization (LLC -1) and any certificate of correction (LLC -11), certificate of amendment (ULC -2), or restatement of articles of organization (LLC -10) to be recorded in the public records; 3. If it is a foreign limited liability company, a certified copy of its application for registration (UC -5) to be recorded in the public records; 4. With respect to any deed, deed of trust, lease, subordination agreement or other document or instrument executed by such limited liability company and presented for recordation by the Company or upon which the Company is asked to rely, such document or instrument must be executed in accordance with one of the following, as appropriate: (i) If the limited liability company properly operates through officers appointed or elected pursuant to the terms of a written operating agreement, such documents must be executed by at least two duly elected or appointed officers, as follows: the chairman of the board, the president or any vice president, and any secretary, assistant secretary, the chief financial officer or any assistant treasurer; (ii) If the limited liability company properly operates through a manager or managers identified in the articles of organization and /or duly elected pursuant to the terms of a written operating agreement, such document must be executed by at least two such managers or by one manager if the limited liability company properly operates with the existence of only one manager. 5. Requirements which the Company may impose following its review of the above material and other information which the Company may require. F. WITH RESPECT TO A TRUST: 1. A certification pursuant to Section 18500.5 of the California Probate Code in a form satisfactory to the Company. First Amencan Title Insurance Company Order Number: NCS- 169540 -SD Page Number: 6 2. Copies of those excerpts from the original trust documents and amendments thereto which designate the trustee and confer upon the trustee the power to act in the pending transaction. 3. Other requirements which the Company may impose following its review of the material require herein and other information which the Company may require. G. WITH RESPECT TO INDMDUALS: 1. A statement of information. The map attached, if any, may or may not be a survey of the land depicted hereon. First American expressly disclaims any liability for loss or damage which may result from reliance on this map except to the extent coverage for such loss or damage is expressly provided by the terms and provisions of the title insurance policy, if any, to which this map is attached. First Amencon Title Insurance Company 1260 -31 - Z — - SHT. I OF 2 r loon � 1.94AC Jr .lY J I � P Y) I I CHANGES 1 6LK OLD JNEWJY CUT V O r 71 S0 20 ?/ 22248 c ' G a e I Jib t1fr1 '+ h I I 14 5 N 8 /7 J/6 S -C• /6 7{ 1iG 1733 /6 7!B n! 6 J6 Li F .716 B /6 /DNS f 417 E 2 / Q 317 2 R D b � N VIP O O p C • }"• / r St r O ro O O •• S r3 : / F 960-165 -04 OA « -o.). y w r _ 39 99 s is-W ro.9e POR.B s %>i I f7'1' yTr "� a� Of'n fI7'a7'ri v /CS .. r ' ' 176 -. { i NCYMW CISQ 21. � r c Lj 316 POR map rticr _ nc: �raY survey of the land.; epined hereon. .': You shculd n[t ely on ii for SB! /BBO "N liner t a rie- ration vi!'sr i(D�) `� sGSOr ro the general location tha parcel or parcels depit'ted. American e Title expressly disclaims any liability for alleged loss or damage which may, 1, i.nr.; ref- i+ltrQ VCV+n ti-.,� r !_ "~b pat is fer your aid in fond Your fterb and �e'S. 1Vhile lRf; ids bd � �' r ^ -4 the C_ 2 , ,y �tma no fla , tot ra Ocru^.aB LY n:+sm d r, �' fcr an -MAP 1660 CARDIFF.AGRtJ MAP 1547 .-CARDIFF VISTA. ROS 11221 Order Number- NCS- 169540 -SD Page Number: 7 LEGAL DESCRIPTION Real property in the City of Encinitas, County of San Diego, State of Califomia, described as follows: W. Aiq1111111l ALL OF LOT "S ", BLOCK 2, CARDIFF ACRES IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1680, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 9, 1915. EXCEPTING THEREFROM THE NORTHERLY 76 FEET THEREOF. ALSO THE EASTERLY 5 FEET OF LOTS "A" AND "B ", BLOCK 2, CARDIFF ACRES, ACCORDING TO MAP THEREOF NO. 1680, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 9, 1915. EXCEPTING FROM LOTS "A" AND "S" THOSE PORTIONS THEREOF LYING SOUTHEASTERLY AND SOUTHERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT THE NORTHEASTERLY CORNER OF SAID LOT "S" SAID CORNER HAVING COORDINATES X -1, 685,823.11 FEET, Y- 314,369.90 FEET; THENCE ALONG THE SOUTHEASTERLY LINE OF SAID LOT "S ", SOUTH 33 ?54'29" WEST, 29.35 FEET; THENCE LEAVING SAID SOUTHEASTERLY LINE SOUTH 11 ?58'40" EAST 37.17 FEET; THENCE SOUTH 67?41'43" WEST 321.42 FEET TO THE WESTERLY LINE OF THAT PARCEL OF LAND CONVEYED TO WILLIAM F. GREGORY, ET UX, BY DEED RECORDED NOVEMBER 25, 1958 IN BOOK 7365, PAGE 580 OF OFFICIAL RECORDS; THENCE ALONG SAID WESTERLY LINE SOUTH 1 ?25'28" WEST 42.27 FEET TO THE SOUTHWESTERLY CORNER OF SAID PARCEL CONVEYED TO WILLIAM F. GREGORY, ET UX. PARCEL 2: THOSE PORTIONS OF LOTS "P ", "Q ", "R" AND "S" IN BLOCK 2 OF CARDIFF ACRES IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1680 ON FILE IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, LYING NORTHWESTERLY OF THE FOLLOWING DESCRIBED LINE: BEGINNING AT A 3/4 INCH IRON PIPE WITH TAG STAMPED L.S. 2717 MARKING THE SOUTHWESTERLY CORNER OF THAT PARCEL OF LAND CONVEYED TO THE STATE OF CALIFORNIA BY DEED RECORDED AUGUST 29, 1961 AS INSTRUMENT NO. 150253 OF OFFICIAL RECORDS ON FILE IN THE OFFICE OF THE RECORDER OF SAID COUNTY; THENCE ALONG THE FOLLOWING NUMBERED COURSES: (1) ALONG THE SOUTHERLY LINE OF SAID STATE LAND SOUTH 88 °42'08" EAST 197.00 FEET TO A POINT ON THE NORTHWESTERLY LINE OF BIRMINGHAM DRIVE 40 FEET WIDE AS SAID DRIVE IS SHOWN ON SAID MAP NO. 1680; (2) ALONG SAID NORTHWESTERLY LINE NORTH 33 054'29" EAST 60.77 FEET; (3) LEAVING SAID NORTHWESTERLY LINE, NORTH 11 °58'40" WEST 323.97 FEET; (4) NORTH 28 °44'13" WEST 121.49 FEET TO THE NORTHERLY LINE OF SAID LOT "P ". EXCEPTING THE FEE INTEREST, IF ANY, IN AND TO THAT PORTION OF SAID BIRMINGHAM DRIVE, LYING SOUTHEASTERLY OF THE FOLLOWING DESCRIBED LINE: First Amena3n Title Insurance Company Order Number: NC- 169540 -SD Page Number:8 BEGINNING AT THE SOUTHERLY TERMINUS OF SAID COURSE (3); THENCE SOUTH 11 058'40" EAST 37.17 FEET; THENCE SOUTH 67 041'43" WEST 47.98 FEET TO SAID NORTHWESTERLY LINE OF BIRMINGHAM DRIVE. APN: 260 - 317 -09 -00 and 260 - 317 -10 -00 First AMeMan Tale Insuranoe Company Order Number: NCS- 169540 -SD Page Number:9 Wire Instructions Bank Name: First American Trust Company Santa Ana Branch 421 North Main Street Santa Ana, CA 92701 ABA Number: 122241255 For Credit To: First American Title Insurance Company Account Number: 13101 Reference: File No.: NCS- 169540 -SD Attn: Trlxy C. Brown Phone: (619)231 -4625 FUNDS FOR OTHER LOANS BEING INSURED BY FIRST AMERICAN TITLE MUST NOT BE COMBINED INTO ONE WIRE - OR FUNDS MAY BE RETURNED. NOTE: ALL WIRES MUST REFERENCE (1) FIRST AMERICAN TITLE COMPANY AND (2) OUR ACCOUNT NUMBER - OR FUNDS MAY BE RETURNED TO ENSURE RECORDING, THE TITLE OFFICER MUST BE ADVISED BEFORE THE WIRE IS SENT. DISREGARD IF FIRST AMERICAN IS YOUR ESCROW SETTLEMENT AGENT - - CONTACT ESCROW OFFICER FOR WIRE INSTRUCTIONS First American Title Insurance Company Order Number: N6- 169540 -SD Page Number: 10 The First American Corporation First American Title Company Privacy Policy We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information - particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our parent company, The First American Corporation, we have adopted this Privacy Policy to govem the use and handling of your personal information. Applicability This Privacy Policy govems our use of the information which you provide to us. It does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from a public record or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values, a copy of which can be found on our website at www.firstam.com. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: • Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; • Information about your transactions with us, our affiliated companies, or others; and • Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies, and escrow companies. Furthermore, we may also provide all the information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other financial institutions with whom we or our affiliated companies have joint marketing agreements. Former Customers Even If you are no longer our customer, our Privacy Policy will continue to apply to you. Confidentiality and Security We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products or services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. First American Title Insurance Company z' z' d n '1 m q J � K W y Zo i Q W C= d �S O Z 6 O f on o a� 3 m `fig ��n � � E Sa b•� ��- fifi g' G' ai Yo� ° q a q�ES� g ��p�a�gg °cam hlQ gc - }iW '.ES mD� o S's y ° p PJ S B C °f Lo CN1 11 5 LQ gu� E� 4 j' 3 B U c $ g E a n.�� 5�N� aggEv Ag ■a g, €a�L aaat US is Li $ t g@ 8 8 2 E E� 'tJ E Q � o —0 Id O E � i n�Nvv T¢pj �V V g Fey C ti e I Order Number: NCS- 169540 -SD Page Number: 12 created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or interest insured by this policy. 3. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B- 1970 WITH REGIONAL EXCEPTIONS When the Ameican Land Tide Association policy ¢ used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 2 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not insure against dos or damage by reason of the matters shown in parts one and two following: Part OW I. Taxes or assessments which are not shown as existing liens by the records of any tawng authority that levies taxes or assessments on real property Or by the public records. 2. Any facts, rights, interests, or clams which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. 3. Fasenhens, claims Of easerent or encumbrances which are not shown by the pudic records. 4. Dmaeparhda, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatenped mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, dams or title to water. 6. Any lien, or right to a lien, for services, Labor or material heretofore or thereafter furnished, imposed by law and not shown by the public records. 4. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1970 WITH A.LT.A. ENDORSEMENT FORM 1 COVERAGE SCHEDULE OF EXCLUSIONS FROM COVERAGE L. Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting Or regulating or prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or Location of any improvement now or hereafter erected on the land, or prohibiting a separation in Ownership Or a reduction in the dimensions O area of the land, or the effect of any vidabon of any such law ordinance or governmental regulation. Rights of eminent domain or goverrxrental rights Of pohM power unless notice of the oeerdse of such rights appears in the public records at Date of Policy. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant, (b) not known to the Company and not shown by the pubic records but known to the insured claimant either at Date of Policy or at the date such claimant acquired an estate or interest insured by this policy W acquired the insured mortgage and not disclosed in writing by the insured claimant to the Company prior to the date such insured claimant became an Insured hereunder, (c) resulting in no loss or damage to the insured dai rant; (d) attaching or created subsequent to Date of Policy (except to the extent Insurance is afforded hewn as to any statutory Then for labor or material or to the extent insurance is afforded herein as to assessments for street improverhents under construction or completed at Date of Policy). 4. Unentorceablity of the Then of the insured nortgage because of failure of the insured at Date of Policy or of any subsequent Owner of the indebtedness to amply with applicable "doing bugress" laws of the stall in which the land is situated. 5. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1970 WITH REGIONAL EXCEPTIONS When the American Land Tide Association Lenders Policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy, the exclusions set forth in paragraph 4 alxwe are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not insure against loss or damage by reason of the maters shown in parts one and two following; Part One 1. Taxes or assessments which are not shown as existing Dens by the records of any taxing authority that levies taxes or assessments an real Property or by the public records. 2. Any fad, rights, Interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making Inquiry of persons in pr>mncann thereof. 3. Easements, claims of easement or encumbrances which are rot shown by the pudic records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroe riments, or any other facts which a correct survey would disddse, and which are not shown by public records. 5. Unpamated mining dains; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, darns or title to water. 6 Any lien, or right to a lien, for services, Labor Or material theretofore or hereafter furnished, imposed by law and not shown by the pudic records. Fist Amencan Title InsU2nCL- Company C N vr gg c I -• S4 Qgl9g sg.3 d� 0 SQ U. C br? a4 3 �°gga'� �o ��o�`Cd3 �'v� 53ei�R�B RU H! a - — Bff$ a gRg y » Allss a2 a s 3 g �$ s � R d -z PIN I 33 R °d Or � 8$ cs C q 51 sr "Q e� a "tea g gg9 g =� Bo Raa aq 8g�i° LO IL g� g »u g n 4$ �Ra Al A m s Y r�m � �to m z =Sm s;= m 8 8 m G N o �a ZZ 3 �3 w� A 0 Order Number. N(S- 1695Q.SD Page Number: 14 EXCLUSIONS FROM COVERAGE The fdkwrirg matters are epressry excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys, fees w expenses which arise by reason of: 1. (a) Any law, ordinance of governmental mghdabw (including but not limited to building and mning laws, ordinances, a regulations) restricting, regulating, prohlhltfrg or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimension m location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change it the dimensions of area of the land or any parcel of which the land is a was a part; or (N) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulation, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any govemhrnental police power riot excluded by (a) above, except to the extent that a notice of the exerdse thereof or a notice of a defect, hen or encumbrance resulting from a violation or alleged violation affecting the lard has been recorded in the public records at Date of policy. 2. Rights of eminent danain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has owned prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims, or other matters: -- _ (a) created, suffered, assumed or agreed to by the insured claimant, (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the inured cmmant and not disclosed in wribng to the Company try the insured claimant prior to the date the insured claimant became an insured under this poficy; (c) resulting in no los or damage to the insured claimant (d) attaching or created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained If the insured claimant had paid value for the estate or interest insured by this policy. 4. Any claim, which arses out of the transaction vesting in the insured the estate or interest insured by this policy, by reason of the operation of federal bankruptcy, state insolverxy, or similar creditors' rights laws, that is based on (1) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or (h) the transaction creating the estate or interest insured by this policy being deemed a preferential transfer except where the preferential transfer results from the (allure; (a) to timely record the instrument of transfer; or (b) of such recordation to impart notice to a Purchaser for value or a judgment or Gen creditor. 9. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY - 1992 WITH REGIONAL EXCEPTIONS When the American Land Tile Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusion set forth in paragraph 8 above are used and the foWmng exceptions to coverage appear in the policy. SCHEDULE B This poky does not insure against loss or damage (and the Company will not pay posts, attorneys fees or expenses) which arise by reason of: Pert oitet 1. Taxes ar assessments which are not shown as edsung liens by the records of any ta ring authority that levies taxes or assessments on real properly or by the public records. 2. Any facts, rights, interests, or dam which are not shown by the public records but which could be ascertained by an inspection of saw land or by making inquiry of persons in possession thereof. 3. Easements, dam of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a coned survey would disclose, and which are not shown by public records. S. Unparented mining dam; reservations or exceptions in patents or in Ads authorizing the issuance thereof; water rights, dam or We to water. 6. Any lien, or right to a Bend for services, labor or ma renal theretofore or hereafter fumshed, imposed by law and not shown by the public records. 10. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY - 1987 EXCLUSIONS In addition to the Exceptions in Sdmedule B, you are not insured against loss, casts, atmrneys' fees and experses resulting from; Governmental police power, and the existghce or violation of any law or government regulation. This induces building and zoning ordinances and also laws and regulations concerning: land use ` land division ` improvements on the land * environmental protection This exclusion does not apply to violations or the enforcement of these matters which appear in the public records at Policy Date. This exdusion does not tact the zoning coverage described in items 12 and 13 of Covered Tide Risks. The riots to take the land by condannig R unless: First Amencan Title Insurance Company R; N z� =E a c 9 � u � � g g � g g � a� g qg a a j jig P �i M H 3 0 ow ygMO 9yyt O 6 G C M N _ _ o xz U 4 `o 9 _ 8 C � V e� 0 �e • O m= � E ^v 0 � 9 a= �g �a �4 s `o R B U 0 W 4 LSL' � a N ti m Ln p L 4 A A ri � W � C C g3Jz a A oB�B'Gg LD W r4 C O = 7 O L U A A B O m l9 H 6 H 1 F A L 9 A L U 6 LLA. R a F ry M Y VI ID V LL _ �S a yJ 6 O 6 g L m A - F j 1 S Order Number: NCS- 169540 -SD Page Number: 16 I. (a) Any law, ordinance or governmental regulation (including but rot limited to building and zorurg laws, ordinances, or regulations) restrlcbng, regulating, prohibiting or relating to (I) the occupancy, use, or enlorrient of the land; (ii) the character, dimension or location Of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in me dimensions m area of the Land or any parcel of which the Land is or %as a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defeat lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the Public Records at Date of Policy. This exclusion does not limit the coverage provided under Insuring provisions 14, 15, 16 and 24 of this policy. (b) Any governmental police power rot excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the Public Records at Date of Policy. This exclusion does not Wmlt the coverage provided under insuring provisions 14, 15, 16 and 24 of this policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the Public Records at Date of Policy, but not excluding from coverage any taking which has omrrred prior to Date of Policy which would be binding on the rghts of a purchaser for value without Knowledge. 3. Defects, liens, encumbrances, adverse claims or other matters: (a) created, suffered, assumed or agreed to by the Insured Claimant; (b) not known to the Company, not recorded in the Public Records at Date of Policy, but Known to the insured Claimant and not disclosed in writing In the Company by the Insured Claimant prior to the date the Insured Claimant bearne an Insured under this policy; (c) resulting in no loss a damage to the Insured Claimant; (d) attaching a created subsequent to Date of Policy (this paragraph (d) does eat limit the coverage provided under insuring provisory 7, 0, 16, 17, 19, 20, 21, 23, 24 and 25); or (e) resulting in loss or damage which would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforoeablllty of the lien of the Iriaxed Mortgage because of the inability or failure of the Insured at Date of Policy, or the inability or failure of any subsequent owner of the Indebtedness, to comply with applicable doing business laws of the state in which the Land is situated. 5. Invalidity or unenforceabillty of the lien of the Insured Mortgage, or daim thereof, which arises out of the transaction evidenced by the Insured Mortgage and is bused upon: (a) usury, except as provided under assuring provision 10 of this policy; or (b) any consumer cmdt protection or truth in lending law. 6. Taxes or assessments of any taxing or assessrrhent authority which become a lien on the Land subsequent to Date of Policy. 7. Any claim, which arises out of the transaction creating the interest of the mortgagee asvred by this policy, by reason of the operetian of federal bankruptcy, state insolvency, or similar creditors' rights laws, that s based on: (a) the transaction creating the intemst of the insured mortgagee being deemed a fraudulent conveyance or fraudulent transfer; or (b) the subordination of the interest of the insured mortgagee as a result of the application of the doctrine of equitable subordination; or (c) the transaction creating the interest of the insured mortgagee being deemed a preferential confer except where the preferential transfer resAts frun the failure : Co) to timely record the instrument of transfer; or (ii) of such recordation to unpart notice to a purchaser for value or a )udgment or Wen creditor. 8. Any claim of invalidity, unenforceability or lack of priority of the lien of the Insured Mortgage as to advances or modifications made after the Insured has Knowledge that the vestee shown In Schedule A is no longer the owner of the estate or interest covered by this policy. This mdusion does not limit the coverage provided under insuring provision 7. 9. Lade of priority of the lien of the Insured Mortgage as to each and every advance made after Date of Policy, and all Interest charged thereon, over liens, encumbrances and other matters affecting title, the existaice of which are Known to the Insured at (a) The time of the advance; or (b) The time a modification is made to the terms W the Insured Mortgage which charges the rate of interest charged, if the ate of interest is grater as a result of the modfiabon than H would have been before the moditiation. This exclusion does not limit the coveage provided under insuring provision 7. SCHEDULE B This policy does hot insure against Im or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: Enwronmental protecoon liar provided for by the following existing statutes, which liens will have priority Over the Wen of the Insured Mortgage when they arise: NONE. 13. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY - 1992 WITH EAGLE PROTECTION ADDED WITH REGIONAL EXCEPTIONS When the American Lard Tlbe Association ban policy with EAGLE Protection Added s used as a Standard Coverage Policy and rot as an Emended Coverage Policy the exdsiahs set forth in paragraph 12 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not insure against loss or damage (and the Company will not pay costs, attnmeys' fees or expenses) which arise lay reason of: Part One: 1. Taxes a assessments which are rat shown as edstirg liens by the records of any taxing audhorty that levies taxes or assessments on real property or by the public records. 2. Arry facts, rights, interests, or dams which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. first Amencan Title Insurance Company Order Number: NCS- 169540 -SD Page Number: 17 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepanoes, mnNicts n bounclary lines, shortage in area, encroachments, or any other facts which a tarred survey would disclose, and which are not shown by public retards. 5. Unpatented mining daims; reservations or exceptions in patents or in acts authorizing the issuance thereof; water rights, claims or title to water. 6. %may lien, or right to a lien, for services, labor or material theretofore or hereafter fun islx4 irtgosed by law and not shown by the public records. Part Two: 1. Environmental protection liens provided for by the following aristrg statutes, which liens will have priority over the lien of the Insured Mortgage when they apse: NONE First American Title InSurance Company ON JOB SITE ADDRESS lay/ -7-� APPLICATION NO. ENGINEERING DEVELOPMENT APPLICATION i. C • C PROPERTY OWNER INFORMATION C IT OF Erlcltil\TAS NAME 505 SOUT4d Vut_CAIA AVE MAILING ADDRESS E."CttiItTAS CA 92024 i7&0i4o33-2804• CITY. STATE. ZIP CODE TELEPHONE NO CIVIL ENGINEER INFORMATION cn"x1pES -9YE ASSOCIATES 20fSFCZT L Y32y cKART NAME 8348 CEhtTE2 D2 -:--re C, ADDRESS LA�EsA C4 91942 (ntR)[,417 -9234 CITY, STATE, ZIP TELEPHONE NO. REGISTRATION NO ASSESSOR PARCEL NO. CONTRACTOR INFORMATION NAME ADD STATE. ZIP CODE TELEPHONE NO. STATE LICENSE NO. & TYPE SOILS ENGINEER INFORMATION t- El Gm -1.OIA C011Su�T IISCz 1�1C. k11LL- M D C>LSO�A NAME 3934 MU2Pt -tY rlp vA`/or-1 RO s-TE S? 5' ADDRESS ` �1 SAaJ Ot EGO GA. 92123 (8se) rpe 4 -c"R t4 CITY. STATE, ZIP TELEPHONE NO ctcc- 45283 REGISTRATION NO DESCRIPTION OF WORK TO BE DONE C t� •C •• aC t •' _ F SIGNATURE CASE N0. DATE SIGNED PRINT NAME TELEPHONE NO. ---------------------------------- -------- -- ---------------- ----- - ----------------------------------------------------------- PLANNING DEPARTMENT REVIEW PLANNING CASE NUMBER Oe -\��O I��t FOR GRADING PLANS: ✓ OK FOR PLAN CHECK Dev. App FOR FINAL MAPS /PARCEL MAPS FINAL MAP PARCEL MAP DATE N [may 'x. !�,yI-� --T- APPLICATION NO. ENGINEERING DEVELOPMENT APPLICATION JOB SITE ADDRESS PROPERTY OWNER INFORMATION S ITY c�F Er ICI �1 \TAS NAME 50S SOUT4 -1 VUt_rk" AVE MAILING ADDRESS EaCla\TAS cA 92024 (7(eg)so33 -2804 CITY, STATE, ZIP CODE TELEPHONE NO CIVIL ENGINEER INFORMATION St.Atpes-9YE A'SSOCIA'TES NAME 834$ cF_I.4TE2 o2 S'rE C1 ADDRESS L-k mesa. ca 91942 %d40 &-7-9234 CITY, STATE, ZIP TELEPHONE NO. REGISTRATION NO ASSESSOR PARCEL NO. CONTRACTOR INFORMATION NAME ADDRESS CITY. STATE. ZIP CODE TELEPHONE NO. STATE LICENSE NO. & TYPE SOILS ENGINEER INFORMATION t- .E�GKTO\1 CONSULT iPLC� Ir1C• \,�ItL�.lar� p c��snti1 NAME 3834 s-TE 8205 ADDRESS SAt-k Oiersn CA. 92123 �SSa�Sle4 -Co414 CITY, STATE, ZIP TELEPHONE NO. ,RcE: 4G ?S3 REGISTRATION NO DESCRIPTION OF WORK TO BE DONE STREET IMPRoyEMEi -ITC - rQq.Er C,&2,7-eM, Arc. PAyemepiT, CoAC ORIVF -WAY NORM ORAri,f t.clATEK Aa0 SEk1EtZ SIGNATURE CASE NO. DATE SIGNED PRINT NAME TELEPHONE NO.- DEPARTMENT REVIEW PLANNING CASE NUMBER (Y-3 - W.0 brjG-tf FOR GRADING PLANS: OK FOR PLAN CHECK ER Dev. App FOR FINAL MAPS /PARCEL MAPS FINAL MAP PARCEL MAP DATE C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 INSPECTOR: INSPECTOR: TODD BAUMBACH - -- ---------- - - - - -- PERMIT FEES & DEPOSITS ---------------------------- ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TEMPORARY ENCROACHMENT PERMIT PERMIT NO.: 10417e& PARCEL NO. 260 - 317 -1100 PLAN NO.: 10417G JOB SITE ADDRESS: 618 BIRMINGHAM DRIVE CASE NO.: pgj_(I(O APPLICANT NAME CITY OF ENCINITAS SECURITY DEPOSIT .00 7. MAILING ADDRESS: 505 S. VULCAN AVENUE PHONE NO.: 760 - 633 -2804 CITY: ENCINITAS STATE: CA ZIP: 92024 - 10.IN -LIEU IMPROVMNT CONTRACTOR : EDGE DEVELOPMENT, INC. PHONE NO.: 951- 296 -0776 LICENSE NO.: 723993 LICENSE TYPE: A INSURANCE COMPANY NAME: OLD REPUBLIC GENERAL INS CORP - - - - - -- POLICY NO. AICG96871101 POLICY EXP. DATE: 1/01/12 ENGINEER SNIPE -DYE ASSOCIATES PHONE N 619- 697 -9234 PERMIT ISSUE DATE: 7/17/11 /� /J PERMIT EXP. DATE: 1/01/12 PERMIT ISSUED BY: _ D4_ INSPECTOR: INSPECTOR: TODD BAUMBACH - -- ---------- - - - - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE .00 4. INSPECTION DEPOSIT: .00 S. NPDES INSPT FEE .00 6. SECURITY DEPOSIT .00 7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMNT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ---- - - - - -- -- - - - - -- DESCRIPTION OF WORK - - - - - -- - - - - - -- PERMIT TO PERFORM THE GRADING AND ALL ON -SITE WORK. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN OR PER W.A.T.C.H. STANDARDS. SEPERATE PERMIT REQUIRED FOR ALL WORK IN THE PUBLIC RIGHT OF WAY. - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INITIAL INSPECTION FINAL INSPECTION if'kf!9Dre tl)0� I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT AND DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT ALL THE INFORMATION IS TRUE. S'IGNA URE J•S 04b/I PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. 8 /nIII DATE SIGNED TELEPHONE NUMBER C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 IMPROVENMENNT PERMIT PERMIT NO.: 10417 II PARCEL NO. 260 - 317 -1100 PLAN NO.: 10417I JOB SITE ADDRESS: 618 BIRMINGHAM DRIVE CASE NO.: 08116 / CDP APPLICANT NAME CITY OF ENCINITAS MAILING ADDRESS: 505 S. VULCAN AVENUE PHONE NO.: 760 - 633 -2804 CITY: ENCINITAS STATE: CA ZIP: 92024 - CONTRACTOR : EDGE DEVELOPMENT, INC. PHONE NO.: 951- 296 -0776 LICENSE NO.: 723993 LICENSE TYPE: A INSURANCE COMPANY NAME: OLD REPUBLIC GENERAL INS CORP POLICY NO. AlCG96871101 POLICY EXP. DATE: 1/01/12 ENGINEER SNIPE -DYE ASSOCIATES PHONE 1 NO - 619 -697 PERMIT ISSUE DATE: /17/11 T PERMIT EXP. DATE: 1/01/12 PERMIT ISSUED BY: � // ///`f % /./ INSPECTOR: TODD BAUMBACH PERMIT TO WORK IN THE PUBLIC RIGHT OF WAY FOR THE INSTALLATION OF ALL IMPROVEMENTS AS SHOWN ON APPROVED PLAN. CONTRACTOR MUST OBTAIN A TRAFFIC CONTROL PLAN AND TRENCH REPAIRS PER CITY OF ENCINITAS STANDARD TRENCH REPAIR DETAIL. - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- INITIAL INSPECTION FINAL INSPECTION AS- BUILTS AND ONE YEAR WARRANTY RETENTION REQUIRED. I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT PENALTY OF PERJURY THAT ALL ALLL THE INFORMATION IS IGNATURE PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER AND DO HEREBY CERTIFY UNDER TRUE. /c '/ 3 _// DATE SIGNED �� / -C 3`� -_2ZE TELEPHONE NUMBER ----- - - - - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE .00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE .00 6. SECURITY DEPOSIT .00 7. FLOOD CONTROL FE .00 S. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMNT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------------------- - -- - -- DESCRIPTION OF WORK ------------------------- - - - - -- PERMIT TO WORK IN THE PUBLIC RIGHT OF WAY FOR THE INSTALLATION OF ALL IMPROVEMENTS AS SHOWN ON APPROVED PLAN. CONTRACTOR MUST OBTAIN A TRAFFIC CONTROL PLAN AND TRENCH REPAIRS PER CITY OF ENCINITAS STANDARD TRENCH REPAIR DETAIL. - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- INITIAL INSPECTION FINAL INSPECTION AS- BUILTS AND ONE YEAR WARRANTY RETENTION REQUIRED. I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT PENALTY OF PERJURY THAT ALL ALLL THE INFORMATION IS IGNATURE PRINT NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER AND DO HEREBY CERTIFY UNDER TRUE. /c '/ 3 _// DATE SIGNED �� / -C 3`� -_2ZE TELEPHONE NUMBER i GEOTECHNICAL INVESTIGATION, PROPOSED ENCINITAS FIRE STATION NO. 21 BIRMINGHAM DRIVE, ENCINITAS, CALIFORNIA Prepared for: DOMINY + ASSOCIATES 2150 West Washington, Suite 303 San Diego, California 92110 Project No. 600880 -001 May 23, 2006 41 Leighton Consulting, Inc. XL 13 i Leighton Consulting, Inc. A LEIGHTON GROUP COMPAN+ January 7, 2009 Project No. 600880 -002 To: Dominy + Associates Architects 2150 West Washington, Suite 303 San Diego, California 92110 Attention: Mr. Wayne Holtan Subject: Geotechnical Update Letter, Proposed Fire Station No. 2, Birmingham Drive, Encinitas, California References: California Building Standards Commission (CBSC), 2007, California Building Code (CBC) Leighton and Associates, Inc., 2005, Geotechnical Investigation, Proposed Fire Station No. 2, Birmingham Drive, Encinitas, California, Project No. 600880 -001, dated May 23, 2006 In accordance with your request, we have prepared this geotechnical update letter for the proposed Fire Station No. 2, located Birmingham Drive, in Encinitas, California. As part of this update/addendum, we have reviewed the above- referenced geotechnical report (Leighton, 2006), performed a site visit, and are presenting the 2007 California Building Code (CBC) Seismic Design Prameters for the design of site structures. In general, the geotechnical conditions of the site remain essentially as presented in the referenced geotechnical report, and it is our professional opinion that our previous geotechnical recommendations are still applicable and should be incorporated into the design, grading, and construction of the proposed development provided the updated/addendum recommendations presented below are incorporated. Note that we also recommend that the grading and foundation plans be reviewed by Leighton prior to commencing construction. 3934 Murphy Carryon Road, Suue 8205. San Diego, CA 92123-4425 858 569.6914 . Fax 858.292.0771 www.leightonconsAng corn CBC Seismic Design Criteria The effect of seismic shaking may be mitigated by adhering to the 2007 California Building Code (CBC) and state -of -the -art seismic design parameters of the Structural Engineers Association of California. The geotechnical seismic design parameters in accordance with 2007 CBC are as follows: 2007 CBC Seismic Parameters Description Values 2007 CBC Reference Site Class C Table 1613.5.2 Short Period Spectral Acceleration S 1.380 Figure 1613.5(3) 1- Second Period Spectral Acceleration S1 0.521 Figure 1613.5(4) Short Period Site Coefficient F. 1.0 Table 1613.5.3(t) 1- Second Period Site Coefficient F, 1.30 Table 1613.5.3 (2) Adjusted Short Period Spectral Acceleration SMS 1.380 Equation 16-37 Adjusted I- Second Period Acceleration SMI 0.678 1 Equation 16-38 Design Short Period Spectral Response Parameter SmS 0.920 Equafion 16 -39 Design I- Second Period Spectral Response Parameter Sm 0.452 Equation 16-40 Subterranean Walls To account for potential redistribution of forces during a seismic event, the subterranean walls, if any, should also be checked considering an additional seismic pressure distribution equal to 10HT psf, where HT equals the overall retained height in feet. Stormwater Management Relatively new stormwater runoff regulations for San Diego County are now requiring that proposed developments incorporate Low Impact Development (LID) techniques to protect the State's water quality by preserving and mimicking nature to a pre - development ground surface condition. A few examples of engineered LID elements or methods include vegetated swales, permeable pavement surfaces, and underground infiltration or recharge basinstreservoirs. In summary, we recommend that any proposed LID element or method be geotechnically evaluated by Leighton. In addition, the use of unlined underground infiltration reservoirs may impact existing or proposed buildings, street pavements, and slopes located down gradient. Therefore, any LID should be carefully considered by the civil engineer or landscape designer, if proposed. -2- Leighton rsMs M Limitations The recommendations provided in this update letter and our previous geotechnical report are based on preliminary design information and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface conditions should be checked in the field during grading and/or construction. Construction observation of all onsite excavations and field density testing of all compacted fill should be performed by a representative of this office. If you have any questions regarding our update letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON CONSULTING, INC. 0. J� <s Fyn oOR Distribution: (3) Addressee -3- William D. Olson, RCE 45283 Associate Engineer 49 Leighton 49 Leighton Consulting, Inc. A LEIGHTON GROUP COMPANY May 23, 2006 Project No. 600880 -001 To: Dominy + Associates Architects 2150 West Washington, Suite 303 San Diego, California 92110 Attention: Mr. Ernesto Quintanar Subject: Geotechnical Investigation, Proposed Fire Station No. 2, Birmingham Drive, Encinitas, California In accordance with your request and authorization, we have conducted a geotechnical investigation for the proposed Fire Station No. 2, located at the northwest comer of Birmingham Drive and Interstate 5 in Encinitas, California (Figure 1). Based on the results of our geotechnical study, it is our professional opinion that the development of the site is geotechnically feasible provided the conclusions and recommendations provided herein are incorporated into the design and construction of the proposed improvements. The accompanying report presents a summary of our current investigation and provides geotechnical conclusions and recommendations relative to the proposed development of the site. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON CONSULTING, INC. William D. Olson, RCE 45283 Senior Project Engineer Distribution: (8) Addressee FE uV�L Michael R. Stewart, CEG 1349 Principal ist/Vice President 3934 Murphy Canyon Road, SuAqIA� a San Diego, CA 921234425 858.569.6914 • Fax 858.292.0771 ■ wwwJeightonconsuffing.com ;5171:ITilarfl TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ............................................................................. FAULTING .................................................................................................................... ..............................1 1.1 PURPOSE AND SCOPE ........ ............................... ...................................................... ............................... I 1.2 SITE LOCATION AND DESCRIPTION ......................................................................... ............................... 1 1.3 PROPOSED DEVELOPMENT ........................................................................................ ............................... 2 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ................. ..............................4 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS .................................... ..............................5 3.1 GEOLOGIC SETTING... .... .... ............................... ° .......5 3.2 SITE - SPECIFIC GEOLOGY .......................................................................................... ............................... 5 3.2.1 Undocumented Artificial Fill and Slopewash .......................... ..............................5 3.2.2 Tertiary-Aged Torrey Sandstone .......................................... ..............................6 3.3 GEOLOGIC STRUCTURE ...................................................................... ............................... .................... 6 3.4 SURFACE AND GROUND WATER ............................................................................... ............................... 6 3.5 ENGINEERING CHARACTERISTICS OF ON- SITE S OILS ............................................ ............................... 6 3.5.1 Expansion Potential ............................................................ ..............................6 3.5.2 Soil Corrosivity ............................ ............................... ................... 3.5.3 Excavation Characteristics ................................................... ...................6 ..............................7 4.0 FAULTING AND SEISMICITY ............................................................ ..............................8 4.1 FAULTING .................................................................................................................... ..............................8 4.2 SEISMICITY ................................................................................................................. ..............................8 4.2.1 Shallow Ground Rupture .................................................... 4.2.2 Liquefaction ...................................................................... .............................10 4.2.3 Earthquake -Induced Settlement ........................................ .............................10 ............................... 11 4.2.4 Lateral Spread ................................................................. ............................... 11 4.2.5 Tsunamis and Seiches ...................................................... ............................... 11 5.0 CONCLUSIONS ............................................................................ ............................... 12 6.0 RECOMMENDATIONS ................................................................... ............................... 13 6.1 EARTHWORK .............................................................................................................. .............................13 6.1.1 Site Preparation ............................................................... ............................... 13 6.1.2 Excavations ....................................................................... .............................13 6.1.3 Remedial Grading and Fill Placement ................................. ............................... 14 6.1.4 Import Soils .................................................................... ............................... 15 6.1.5 Cut and Fill Slopes ............................................................. .............................15 6.2 FOUNDATION AND SLAB DESIGN CONSIDERATIONS ............................................ ............................... 15 6.2.1 Foundations ...................................................................... .............................15 6.2.2 Floor Slabs ........................................................................ .............................16 6.2.3 Foundation Setback ......................................................... ............................... 17 Leighton •11::1 11 TABLE OF CONTENTS (Continued) Section Page 6.3 LATERAL EARTH PRESSURES ......................................................................... ............................... ...... 17 6.4 CONCRETE FLATWORK .................................................................................... ............................... ..... 18 6.5 PRELIMINARY PAVEMENT DESIGN .......................................................................... ............................... 18 6.5.1 Flexible Pavement Design ................................................... .............................18 6.5.2 Driveway Pavement Design .............................................. ............................... 19 6.6 CONTROL OF SURFACE WATER AND DRAINAGE ..................................................... ............................... 20 6.7 LANDSCAPING AND POST-CONSTRUCTION PRACTICES .......................................... ............................... 21 6.8 CONSTRUCTION OBSERVATION AND PLAN REVIEW ............................................. ............................... 21 7.0 LIMITATIONS ............................................................................... ........................�....22 TABLES TABLE 1 - SEISMIC PARAMETERS FOR ACTIVE FAULTS - PAGE 9 TABLE 2 - CBC SEISMIC PARAMETERS FOR THE SITE - PAGE 10 TABLE 3 - EARTHWORK SHRINKAGE AND BULKING ESTIMATES - PAGE 14 TABLE 4 - STATIC EQUIVALENT FLUID WEIGHT (PCF) - PAGE 17 TABLE 5 - PRELIMINARY PAVEMENT SECTIONS - PAGE 19 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 3 FIGURE 2 - BORING LOCATION MAP - REAR OF TEXT APPENDICES APPENDIX A - REFERENCES APPENDIX B - BORING LOGS AND TRENCH LOGS APPENDIX C -LABORATORY TEST RESULTS AND TEST PROCEDURES APPENDIX D - SEISMIC ANALYSIS APPENDIX E - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 'I Leighton 1.0 INTRODUCTION 1.1 Purpose and Scope ? This report presents the results of our geotechnical investigation for the proposed Fire Station No. 2 located at the northwest comer of Birmingham Drive and Interstate 5 in Encinitas, California (Figure 1). The purpose of our investigation was to evaluate the existing geotechnical conditions at the site and provide preliminary conclusions and geotechnical recommendations relative to the proposed development. Our scope of services included the following: ■ Review of pertinent documents regarding the geotechnical conditions at the site (Appendix A). ■ Geotechnical reconnaissance of the site. ■ Notification and coordination of underground utility locators. 1 • A subsurface exploration program consisting of the excavation, logging, and sampling ` of two small diameter exploratory borings to approximately 35.5 feet in depth and four exploratory trenches ranging from 5 to 7.5 feet in depth. All of the exploratory • borings and trenches were sampled and logged by a geologist from our firm. Logs of these borings and trenches, along with the exploratory logs completed during prior investigations of the site are included in Appendix B. • Laboratory testing of representative soil samples obtained from the subsurface exploration. Results of these tests are presented in Appendix C. ■ Compilation and analysis of the geotechnical data obtained from our review, field investigation, and laboratory testing (including seismic analysis presented in Appendix D). ■ Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed design, site grading, and general construction considerations. General Earthwork and Grading Specifications are provided as Appendix E. 1.2 Site Location and Description The subject site (roughly 2 acres, identified as Parcel Nos. 260 - 317 -0900 and 260 -317- 1000) is located at the northwest comer of the intersection of Birmingham Drive and Interstate -5 in Encinitas, California. Currently, the site is undeveloped and consists of W -1- Leighton �Uffl sparse grasses and vegetation with a few isolated trees. A mixture of existing commercial and residential properties borders the western boundary of the site. In general, the topography of the area slopes towards the east with elevation ranging from is roughly 210 feet mean sea level (msl) along the western boundary of the site to 178 feet msl in the southeast corner. 1.3 Proposed Development ' Based on our review of the Concept Site Plan (Scheme B) prepared by Dominy + Associates Architects ( Dominy, 2005), we understand the proposed development will include the construction of a 5,000 square -foot one- to two -story fine station building that is considered an essential facility. In addition, underground utilities, subsurface oil water separator and/or storm water treatment units, truck and automobile drive and parking areas, and associated concrete flatwork adjacent to the proposed structure are anticipated. Preliminary grading plans and foundation designs or structural loads were not available prior to the preparation of this report. We have assumed that the proposed single and dual axle weights of the proposed fire truck equipment will be up to 24,000 and 40,000 pounds, respectively, in the design of concrete pavement area. For the design of asphalt i pavement sections, traffic indices (TI) of 4.5 and 6 will be used for vehicle parking and driveways, respectively. The excavation for the subsurface oil water separator and/or storm water treatment units are assumed to extend approximately 8 to 10 feet below the proposed final surface grades. N -2- Leighton ...................... ...........-1 ....y........11Y 0 1,200 2,400 mm' � Scams - ie in Feet SITE Project No. Encinitas Fire Station #2 LOCATION 600880.001 Encinitas, California Date MAP May 2006 Figure No 1 r {LIT•j7�1 1.1 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING As part of our geotechnical investigation, two exploratory borings (B -1 and B -2) and four exploratory backhoe trenches/test pits (T -1 through T4) were excavated, logged, and sampled by a geologist from our office. The borings were excavated up to a depth of approximately 35.5 feet below the existing ground surface (bgs) utilizing a truck- mounted 8 -inch diameter hollow -stem auger. The test pits were excavated to depths ranging from 5 to 7.5 feet below the existing ground surface (bgs) utilizing a rubber tire backhoe. The approximate location of the borings and test pits are presented on Figure 2. The purpose of the borings and test pits was to evaluate the physical characteristics of the onsite soils in the vicinity of the proposed improvements. The borings also allowed evaluation of the soils to be encountered at the proposed foundation elevations, the general nature of the soils proposed for use as compacted fills, the approximate location of the formational material, and provided representative samples for laboratory testing. Prior to our subsurface investigation, Underground Service Alert (USA) was contacted to coordinate the location and identification of nearby underground utilities (USA Ticket No. A1101082). Representative bulk and relatively undisturbed driven samples were collected for laboratory testing. After logging and sampling, the boring excavations were backfilled with bentonite grout. The test pits were backfilled with native spoils. Laboratory testing was performed on representative samples to evaluate in -situ moisture and density, maximum dry density, shear strength, R- Value, and chemical characteristics of the subsurface soils. A discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. 49 -4- Leighton 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic l province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as the "San Diego Embayment" has undergone several episodes of marine inundation and, subsequent marime regression resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave -cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 3.2 Site - Specific Geology Based on our subsurface exploration and review of pertinent geologic literature and maps, the geologic units underlying the site in general consists of a thin veneer of slopewash deposits and Tertiary-aged_ Torrey Sandstone. A brief- description -of the geologic units encountered on the site is presented below. 3.2.1 Undocumented Artificial Fill and Slopewash At the southwest comer and southern perimeter of the site, artificial fill associated with the Birmingham Drive overpass and adjacent residential development was mapped. The fill soils are assumed to be undocumented and considered potentially compressible in their current state. A thin veneer of slopewash deposits derived from the weathering of the formational units on site was encountered in all of the test pits to depths ranging from 1.5 to 4 feet bgs. As encountered during our subsurface exploration, the slopewash deposits generally consisted of damp, loose to medium dense, silty fine to medium sand. These soils are considered potentially compressible in their current state and will require complete removal and recompaction within the limits of site grading. -5- Leighton l .ie 1d 3.2.2 Tertiary-Aged Torrey Sandstone The Tertiary-aged Torrey Sandstone was encountered beneath the slopewash and observed in all the borings and trenches. The Torrey Sandstone consisted predominantly of a light yellow -brown to light orange brown, damp or slightly moist, dense to very dense, silty, frte- to medium - grained sandstone. These soils typically have a low expansion potential and favorable engineering characteristics. 3.3 Geologic Structure Based on the results of our current investigation, literature review, and our professional experience on nearby sites, the Torrey Sandstone is moderately weathered (minor to moderate iron oxide staining) and faintly bedded to massive with minor jointing. 3.4 Surface and Ground Water No surface water or ponding of water was observed during our field investigation. In addition, no ground water was encountered within the exploratory borings or trenches. 3.5 Engineering Characteristics of On -site Soils Based on the results of our current geotechnical investigation, laboratory testing of representative on -site soils, and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on -site soils are discussed below. 3.5.1 Expansion Potential The onsite materials are anticipated to be in the very low to low expansion range. Geotechnical observations and/or laboratory testing upon completion of the graded pad is recommended to determine the actual expansion potential of finish grade soils on the site. 3.5.2 Soil Corrosivity The National Association of Corrosion Engineers (MACE) defines corrosion as "a deterioration of a surface or its properties because of a reaction with its environment." The "environment" is the surrounding soil and ground water, and the "substances" are reinforced concrete foundations or various types of steel substructures such as piles, pipes, etc., that are in contact with the soil. -6- 49 Leighton :11::1 11 In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. Table 19A -A- 4 of the California Building Code (CBSC, 2001) provides specific guidelines for the concrete mix- design when the soluble sulfate content of the soil exceeds 0.1 percent by weight. Soluble sulfate test results performed on- a collected soil sample indicate soluble sulfate contents of less than 0.015 percent and a pH level of 7.4. Chloride content in excess of 300 ppm may present a corrosion risk to buried improvements. Testing indicates that the soil has a chloride content of 83 ppm. Electrical resistivities of less than 10,000 ohm -cm are generally considered corrosive to buried uncoated metal conduits. Testing indicates that the soil has a minimum resistivity value of 15,516 ohm -cm. A discussion on laboratory testing procedures and the geochemical laboratory test results are provided in Appendix C of this report. For appropriate evaluation and mitigation design a corrosion engineer should be consulted. 3.5.3 Excavation Characteristics It is anticipated that the onsite surficial and sedimentary soils may be excavated with conventional heavy -duty construction equipment However, it should be noted that localized cemented zones within the Torrey Sandstone may require heavy ripping. In general, any oversize material, if generated, should be placed in non- ' structural areas (as approved by the geotechnical consultant), or hauled off -site. of 7- Leighton 4.0 FAULTING AND SEISMICITY 4.1 Faulting Our discussion of faults on the site is prefaced with a discussion of California legislation — and policies concerning the classification and land -use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in_ delineating Earthquake Fault Zones as mandated by the Alquist -Priolo Geologic Hazards Zones Act of 1972 and most recently revised in 1997 (Hart, 1997). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist -Priolo Act. Our review of available geologic literature (Appendix A) indicates that there are no known major or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the Rose Canyon Fault Zone located approximately 2.9 miles west of the site. 4.2 Seismicity The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 (below) identifies potential seismic events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework. Site - specific seismic parameters for the site included in Table 1 are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations as generated by the deterministic fault modeling software EQFAULT (Blake, 2000). kv -8- Leighton Table 1 Seismic Parameters for Active Faults (Blake, 2000) Peak Ground Distance from Maximum Motion at One Standard Potential Fault Moment Mean Deviation Causative Fault s/ kmSite (Miles/) Magnitude Attenuation (Mw) Relationship (g) (g) Rose Canyon (Offshore) 2.9 (4.6) 7.2 0.47 0.32 Newport- Inglewood 12.6 (203) 7.1 0.19 0.13 (Offshore) Coronado Bank 17.5 (28.1) 7.6 0.20 0.14 Elsinore (Julian) 28.5 (45.9) 7.1 0.11 0.07 As indicated in Table 1, the Rose Canyon fault is considered having the most significant effect at the site from a design standpoint. This is an `active fault' with a slip rate, SR of 1.5 mm/year as per CDMG 1996. A maximum earthquake of moment magnitude 7.2 on the fault could produce an estimated peak horizontal ground acceleration of 0.478 at the site, with a one standard deviation of 0.32g. The bedrock ground acceleration was modeled using the soil site attenuation equation of Boore et. al. (1997) for a shear wave velocity of 400 m/sec. The Rose Canyon fault is considered a Type B seismic source according to Table 16 -U of the 2001 California Building Code (CBC, 2001) and the California Geological Survey (CGS, 2003). Summary printouts of the deterministic analyses are provided in Appendix D of this report. From a probabilistic standpoint, the design ground motion is defined as the ground motion having a 10 percent probability of exceedance in 50 years. This ground motion is referred to as the maximum probable ground motion (CBSC, 2001). Based on review of statewide mapping at the California Geological Survey website (www.consrv.ca.gov/ cgs /rghm/pshamap /pshamain.htmi), the maximum probable soft bedrock ground motion at the site is postulated to be approximately 0.298. Site effect would need to be considered if this value is utilized in structural design. The effect of seismic shaking may be mitigated by adhering to the California Building Code or state -of -the -art seismic design parameters of the Structural Engineers Association of California. -9- Leighton n The seismic design parameters considered applicable based on the site conditions and seismic setting are as follows per the 2001 CBC: Table 2 CBC Seismic Parameters for the Site Parameter Symbol Value Source Soil Profile Type - SC Table 16A -J Zone - 4 Figure 16A -2 Zone Factor Z 0.4 Table 16A -J Seismic Source Type B Type 16A -U Near Source Factor N, 1.1 Table 16A -S Near Source Factor N,, 1.3 Table 16A -T Seismic Coefficient C, 0.40 N, Table 16A -Q Seismic Coefficient C' 0.56NV Table 16A -R 1 Secondary effects associated with severe ground shaking following a relatively large earthquake can include shallow ground rupture, soil liquefaction and dynamic settlement, lateral spreading, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 4.2.1 Shallow Ground Rupture No active faults are mapped crossing the site, and the site is not located within a mapped Alquist -Priolo Earthquake Fault Zone (Hart, 1997). Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site in seismically- active Southern California. 4.2.2 Uguefacdon Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the stability of most clayey material are not adversely affected by vibratory motion. Liquefaction is characterized by a loss of shear strength in the affected soil layer, thereby causing the soil to behave as a viscous liquid. This effect may be manifested at the ground surface by settlement and, 10- Leighton �Kffl possibly, sand boils where insufficient confining overburden is present over liquefied layers. Where sloping ground conditions are present, liquefaction - induced instability can result. The Tertiary-aged Torrey Sandstone that underlies the site is not considered liquefiable due to its physical characteristics and lack of ground water. Surficial materials including topsoil and undocumented fill are recommended for removal and replacement with compacted engineered fill material. Properly -compacted engineered fill is not considered to be liquefiable. 4.2.3 Earthquake - Induced Settlement Granular soils tend to density when subjected to shear strains induced by ground shaking during earthquakes. Simplified methods were proposed by Tokimatsu and Seed (1987) and Ishihara and Yoshimine (1992) involving SPT N- values used to estimate earthquake induced soil settlement. Considering that the site has no liquefaction potential, the potential for earthquake- induced settlement is expected to be negligible, if any. 4.2.4 Lateral Spread Empirical relationships have been derived by Youd and others (Youd, 1993; Bartlett and Youd, 1995; and Youd et. al., 1999) to estimate the magnitude of j lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics-of the soil. Considering that the site has no liquefaction potential, the susceptibility to earthquake- induced lateral spread is not applicable. 4.2.5 Tsunamis and Seiches Based on the estimated site elevation with respect to sea level, the possibility of seiches and/or tsunamis is considered very low. 49 -lt- Leighton C.1.l.:: 5.0 CONCLUSIONS I 1 Based on the results of our geotechnical investigation of the site, it is our professional opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications and are implemented during design and construction. The following is a summary of the significant geotechnical factors that may affect development of the site. • Potentially compressible undocumented fill, slopewash and weathered formational material should be removed and replaced with compacted fill prior to placement of engineered 1 structures, additional fills or settlement- sensitive surface improvements. The depth_ of potentially compressible slopewash material is anticipated to range from approximately 1 to 4 feet below the existing ground surface. • Based on visual classification and laboratory testing of near by sites with similar soils, the onsite soils possess a very low to low expansion potential. ■ Geochemical laboratory test results indicate the near - surface soils present on the site have a j negligible potential for sulfate attack on concrete and are considered to have a low potential for corrosion to buried uncoated metal conduits. These tests should be confirmed upon completion of the grading activities. ■ The existing onsite soils appear to be suitable material for reuse as compacted fill provided they are relatively free of organic material, debris, and rock fragments larger than 8 inches in maximum dimension. • Onsite surficial and sedimentary soils may be excavated with conventional heavy -duty construction equipment; however, localized cemented zones within the Torrey Sandstone may require heavy ripping. • Active or potentially active faults are not known to exist on or in the immediate vicinity of the site. • According to 2001 CBC, the site is within Zone 4, the soil profile type is Sc, and near source factors, N. and N„ of 1.1 and 1.3, respectively, are appropriate for seismicity design values. • The Torrey Sandstone that underlies the site is not considered liquefiable due to its physical characteristics and lack of a permanent shallow ground water surface. Earthquake- induced total and differential settlements in the area of the proposed improvements are expected to be { negligible, if any. The susceptibility to earthquake- induced lateral spreading is not applicable. -12- Leighton { 6.1 Earthwork 6.0 RECOMMENDATIONS .11::1 11 i We anticipate that earthwork at the site will consist of site preparation, grading, and j placements of compacted fill. We recommend that earthwork on site be performed in accordance with the following recommendations, the City of Encinitas grading requirements, and the General Earthwork and Grading Specifications for Rough - Grading (GEGS) included in Appendix E. In case of conflict, the following recommendations shall supersede those included as part of Appendix E. 6.1.1 Site Preparation Prior to grading of areas to receive structural fill or engineered structures, the areas should be cleared of surface obstructions, any existing debris" resulting from demolition activities, potentially compressible material (such as undocumented fill) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off site. Holes resulting from the removal of buried obstructions, which extend below proposed remedial grading, should be replaced with suitable compacted fill material. All removal bottoms should be reviewed by the 1 geotechnical consultant prior to scarification and recompaction. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth 12 inches (under the observation of the geotechnical consultant), brought to a minimum 2- percent over optimum moisture content, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing 1 and Materials [ASTM] Test Method D 1557). 6.1.2 Excavations Excavations of the onsite materials may generally be accomplished with conventional heavy -duty earthwork equipment. Localized cemented zones within the Torrey Sandstone may require heavy ripping. If oversized material is encountered, it should be hauled off site or placed in nonstructural or landscaped areas, as approved by the geotechnical consultant. All excavations should be made in accordance with current OSHA requirements. The volume change of excavated onsite materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and formational materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkagetbulking estimate cannot be determined. 4i 13 Leighton However, the following factors (based on the results of our subsurface investigation, laboratory testing, geotechnical analysis and professional experience on adjacent sites) are provided as guideline estimates. If possible, we suggest an area where site grades can be adjusted be provided as a balance area. Table 3 Earthwork Shrinkage and Bulking Estimates Geologic Unit Estimated Shrinkage bulking Undocumented Fill/Slopewash 5 to 15 percent shrinkage Torrey Sandstone 3 to 7 percent bulking 6.1.3 Remedial Grading and Fill Placement The site is underlain by potentially compressible undocumented fill, slopewash and weathered formational material that should be removed and replaced with compacted fill prior to placement of engineered structures, additional fills or settlement- sensitive surface improvements. In addition, we recommend a general over - excavation or undercutting of the proposed building pad and pavement areas be performed to provide a relatively uniform blanket of fill and mitigate any potential cuttfill transition condition. The recommended undercut beneath the proposed building pad should be at least 3 feet below the lowest footing elevation, and should extend at least 5 feet beyond- the proposed footprint. For pavement areas, we recommend at least an 18 -inch undercut below the proposed finish subgrade elevation. The actual depth and extent of the required removals should be evaluated during grading operations by the geotechnical consultant. From a geotechnical standpoint, the onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and cobbles larger than 8 inches in maximum dimension. All fill soils should be brought to at least 2 percent above the optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness. In areas subjected to vehicular traffic, we recommend that the upper 12 inches of the subgrade soils be compacted to at least 95 percent (based on ASTM Test Method D1557). - 49 14- Leighton � As noted above, placement and compaction of fill should be performed in general accordance with the current City of Encintas grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix E. 6.1.4 Import Soils If import soils are necessary to bring the site up to the proposed grades, these soils should be granular and have an expansion index less than 50 (per ASTM Test Method D4829). Import soils and/or the borrow site should be evaluated by the geotechnical consultant prior to importation. 6.1.5 Cut and FlII Slopes Although not shown on the site development plan, cut and fill slopes may be included in the final design. Both cut and fill slopes should be constructed at two horizontal to one vertical inclinations or flatter. Fill slopes should be constructed in accordance with the General Earthwork and Grading Specifications attached as Appendix E. Based on our knowledge of the site conditions, cut and fill slopes should be grossly and surticially stable to height of 20 feet when constructed as discussed above. 6.2 Foundation and Slab Design Considerations Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. The foundation recommendations outlined below assume that a uniform building pad will be constructed with approximately 3 feet of compacted fill underlying the proposed footing bottoms and will extend at least 5 feet beyond building footprint. These recommendations also assume that the soils encountered within 5 feet of pad grade have a low to medium expansion potential. If more expansive soils are encountered or imported to construct the uniform building pad, additional foundation design may be necessary. 6.2.1 Foundations The proposed building may be supported by conventional, continuous or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 3,000 pounds per square foot (psf) if founded in properly compacted fill soils. The bearing 1s Leighton pressure for miscellaneous site retaining walls and other at -grade improvements should be limited to 2,000 psf. The allowable pressures may be increased by one -third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). 6.2.2 Floor Slabs For living and office areas utilizing conventional foundation, the slab -on -grade floor slab should be at least 5 inches thick and be reinforced with No. 3 rebars 18 inches on center, each way (minimum) placed at mid - height in the slab. In addition, a 4 -inch layer of clean sand with a 10 -mil moisture barrier in the middle of the sand should underlie the floor slab of the living and office areas. For the interior floor slab supporting fire trucks, the slab -on -grade should be at least 8 inches thick and be reinforced with No. 4 rebars 18 inches on center, each way (minimum), placed at mid - height in the slab. The slab should also be underlain by a 4 -inch layer of clean sand and a minimum of 8 inches of 1 Caltrans Class 2 Aggregate Base. To reduce moisture migration up through all floor slabs, we recommend installing a 10 -mil plastic sheeting moisture barrier between the upper and lower 2- inches of sand. We emphasize that this is the responsibility of the contractor to ensure that the slab reinforcement is placed at slab midheight. We recommend control joints be provided across the slab at appropriate intervals as designed by the project architect. The potential for slab cracking may be reduced by utilizing a mix design with low water content. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack - sensitive floor covering is planned directly on concrete slabs. 49 -16- Leighton 211 6.2.3 Foundation Setback We recommend a minimum horizontal setback of 10 feet be maintained from the face of slopes to the bottom outside edge of all structural footings and settlement - sensitive structures. Utility trenches that parallel or nearly parallel structure footings should not encroach within an imaginary 1:1 plane extending downward from the outside edge of the footing. 6.3 Lateral Earth Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with onsite and/or import soils of low expansion potential (expansion potential less than 50 per ASTM Test Method D4829) as indicated on Table 4. Table 4 Static Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At -Rest 55 65 Passive 350 (Maximum of 3 ksf) 150 (Sloping Down) The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls. A typical wall drainage design is presented in Appendix E. Wall backfill should be brought to at least 2 percent above the optimum moisture content and compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D1557). Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 10 feet. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one -third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two- thirds of the total resistance. -17- Leighton 111:�I:I:I� 6� Foundations for retaining walls founded on properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. All drains and swales should outlet to suitable locations as determined by the project civil engineer. In addition, the project civil engineer should verify that the subdrain is connected to the proper drainage facility. 6.4 Concrete flatwork On -site concrete sidewalks and other flatwork (including construction joints) should be designed by the project architect and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. 6.5 Preliminary Pavement Design The appropriate pavement section depends primarily on the type of subgrade soil, shear • strength, traffic load, and planned pavement life. Since an evaluation of the characteristics of the actual soils at pavement subgrade cannot be made at this time, we have provided the following pavement sections to be used for planning purposes only based on preliminary testing (Appendix C). The final subgrade shear strength will be highly dependent on the soils present at finish pavement subgrade. 6.5.1 Flexible Pavement Design The preliminary pavement design sections (i.e., on -site automobile loaded pavements) have been provided on Table 5. Final pavement design should be evaluated based on R -value tests performed on representative subgrade soils upon completion of grading. Alternative pavement design sections may be provided once the appropriate traffic index is selected by the project architect or civil engineer. It should be noted that the City of Encinitas pavement requirement will govern for all off -site street pavement. ri -18- Leighton Table 5 Prelimina ry On -Site Automobile Pavement Sections Pavement Loading Traffic Index Pavement Sections Condition (20 -Year Life) Assumed R -Value of 30 (min.) Parking Areas 4.5 3 inches AC over 6 inches Class 2 base Driveways 6.0 4 inches AC over 7 inches Class 2 base All pavement section materials should conform to and be placed in accordance with the City of Encinitas requirements and the latest revision of the Greenbook and Caltrans guidelines and standard specifications. Prior to placing the AC pavement section, the upper 12 inches of subgrade soils and all aggregate base should have relative compaction of at least 95 percent (based on ASTM Test Method D1557). If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure of moisture control be taken to prevent the subgrade soils from becoming saturated. It is recommended that the concrete curb separating the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base. Concrete swales should be designed in roadway or parking areas subject to concentrated surface runoff. 6.5.2 Driveway Pavement Design For areas subjected to heavy vehicle loading (i.e., fire trucks), we recommend Portland Cement Concrete (PCC) sections be designed in accordance with the design presented below. Based on our experience with similar projects in the site vicinity and for preliminary design purposes, we have assumed that the proposed single and dual axle weights of the proposed fire truck equipment will be up to 24,000 and 40,000 pounds, respectively. For the maximum axle loads described above, we recommend the concrete pavement be a minimum of 8 inches thick utilizing a concrete mix that provides a flexural modulus of rupture of at least 600 psi. The PCC should be underlain by a minimum of 8 inches of Caltrans Class 2 Aggregate Base and a 12 -inch section of processed subgrade soil with an R -value of at least 30. The PCC pavement should be reinforced at mid - height with-No. 3 rebars at 18 inches on center (each way) at a minimum. Actual reinforcement may be heavier and/or PCC thickness greater based on the recommendations of the structure engineer for other loading conditions. For other loading conditions, the -n-- -19- Leighton concrete flatwork may be designed with a modulus of subgrade reaction of 200 psi per inch. The actual pavement design should also be in accordance with City of Encinitas and ACI criteria. If any concrete flatwork areas are located adjacent to landscape areas, the concrete should be thickened with a perimeter beam to a total of 12 inches deep by 12 inches wide and reinforced with one No. 4 rebars top and bottom. The concrete flatwork should be cut within two days of placement with suitable construction joints at a minimum of 8 foot square spacing to one third the depth of the concrete. The rebars should not be cut. All pavement section materials should conform to and be placed-in accordance with the latest revision of the Greenbook and American Concrete Institute (ACI) Codes and Guidelines. Prior to placement of the concrete, the upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557. The aggregate base material should also be compacted to a minimum of 95 percent relative compaction (based on ASTM Method DI 557). 6.6 Control of Surface Water and Drainage Surface drainage should be carefully taken into consideration during design of the precise grades and landscaping of site.. Positive drainage (e.g., roof gutters, downspouts;` area drains, etc.) must be provided to direct surface water away from the structure and improvements and towards the street or suitable drainage devices. Ponding of water adjacent to the structure should be avoided. Roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 10 feet away from any structure. The performance of structural foundations is dependent upon maintaining adequate surface drainage away from structures. Water should be transported off the site in approved drainage devices or unobstructed swales. We recommend that the minimum flow gradient for the drainage be 2 percent for area drains and paved drainage swales. We also recommend that all drainage swales be paved within 10 feet of structures. The impact of heavy irrigation or inadequate runoff gradient can also create perched water conditions, resulting in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce _ differential earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a structure and improvements, the moisture -20- Leighton content of the soils surrounding the structure should be kept as relatively constant as possible. All area drain inlets should be maintained and kept clear of debris in order to function properly. In addition, landscaping should not cause any obstruction to site drainage. Rerouting of drainage patterns and/or installation of area drains should be performed, if necessary, by a qualified civil engineer or a landscape architect. 6.7 Landscaping and Post - Construction Practices Landscaping and post - construction practices carried out by the owner and their representatives exert significant influences on the integrity of structures constructed on the site. Improper landscaping and post- construction practices, which are beyond the control of the geotechnical engineer, are fiequently the primary cause of distress to these structures. Recommendations for proper landscaping and post- construction practices are provided in the following paragraphs within this section. Adhering to these recommendations will help in minimizing distress due to potential settlement of soils, and in ensuring that such effects are limited to cosmetic damages, without compromising the overall integrity of structures. Landscaping adjacent to the foundation of a structure or associated settlement sensitive improvements should be avoided. Locating at grade planters adjacent to buildings or structures should also be avoided. Planting areas at grade (away from the building) should be provided with appropriate positive drainage. Wherever possible, exposed soil areas should be above paved grades. Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as catch basins and drains, are made. Adequate drainage gradients, devices, and curbing should be provided to prevent runoff from adjacent pavement or walks into planting areas. Watering should be done in a uniform, systematic manner and overwatering of landscape areas must be avoided. Ponding or trapping of water in localized areas adjacent to the foundations can cause differential movements and, therefore, should not be allowed. 6.8 Construction Observation and Plan Review Construction observation of all onsite excavations and field density testing of all compacted fill should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. Final plans and the contract specifications should be checked by Leighton prior to site grading to see that the recommendations in this report are incorporated in project plans and specifications. 49 -21- Leighton 7.0 LIMITATIONS The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. s -22- Leighton i i I r If HOWImo, �.�► n \ 5.5' v ; 2 1 7 , BASE MAP: Dominy, 2005, Concept Site Plan (Scheme B), Encinitas Fire Station #2 LEGEND I t Tertiary-Aged Torrey Sandstone Afu Undocumented Artificial Fill Scale Not to scale Approximate location of geologic ^, 7 contact (dashed where approximate, �• M L ?, Encinitas, California uncertain) 1 0191 �; boring with total depth indicated T4 17 Approximate trench location al i VV � I I ` rMmd B -1 I t i TD= 35.5',; ' I r If HOWImo, �.�► n \ 5.5' v ; 2 1 7 , BASE MAP: Dominy, 2005, Concept Site Plan (Scheme B), Encinitas Fire Station #2 LEGEND Tt Tertiary-Aged Torrey Sandstone Afu Undocumented Artificial Fill Scale Not to scale Approximate location of geologic ^, 7 contact (dashed where approximate, �• M L ?, Encinitas, California uncertain) 1 0191 �; boring with total depth indicated T4 17 Approximate trench location I r If HOWImo, �.�► n \ 5.5' v ; 2 1 7 , BASE MAP: Dominy, 2005, Concept Site Plan (Scheme B), Encinitas Fire Station #2 LEGEND Tt Tertiary-Aged Torrey Sandstone Afu Undocumented Artificial Fill Scale Not to scale Approximate location of geologic ^, 7 contact (dashed where approximate, Drafted By KAM dotted where buried, queried where Encinitas, California uncertain) B -2 TD =15.5' W Approximate location of geotechnical boring with total depth indicated T4 17 Approximate trench location ,1 1 5 ) i � j t j tt 1 NORTH Project No. 600880 -001 Scale Not to scale GEOTECHNICAL MAP Engr. /Geol. WDOlMRS Encinitas Fire Station #2 Drafted By KAM Encinitas, California Date May 2006 Leighton Consulting, Inc. A LeJGNrON GROUP COMPANY Figure No. z APPENDD( A REFERENCES Blake, 2000, EQFAULT, Ver. 3.00b. California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 and 2. California Geological Survey, 2003, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96 -08. Dominy + Associates, 2005, Concept Site Plan (Scheme B), Encinitas Fire Station #2, Encinitas, California, March 3, 2005. Hart, E.W., 1997, Fault - Rupture Hazard Zones in California, Alquist -Priolo Earthquake Fault Zoning with Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000. Southern California Chapter, American Public Works Association and Southern California Districts, Associated General Contractors, 1997, "Green Book" Standard Specifications for Public Works Construction with 1999 Supplement. Tan, S.S., and Kennedy, M.P. 1996, Geologic Maps of the Northwestern Part of San Diego County, California, California Division of Mines and Geology, Open File Report 96 -02, Plate 1 of 2, Scale 1:24,000. Tokimatsu, K. and Seed, H.B. 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking: Journal of Geotechnical Engineering, Vol. 113, No. 8, pgs. 861 -878. Youd, T. L. and Idriss, I. M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils: National Center of Earthquake Engineering Research, Technical Report NCEER -97 -0022. 1 Youd, T.L., Hanson C.M., and Bartlett, S.F., 1999, Revised MLR Equations for Predicting 1 Lateral Spread Displacement, Proceedings of the 7`s U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, November 19, 1999, pp. 99 -114. A -1 .1 APPENDIX A (Continued) Youd, T. L., Idriss, I. M., and Others, 2001, Liquefaction Resistance of Soils: Summary Report form the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, pp. 817 - 832. A -2 GEOTECHNICAL BORING LOG KEY Date Project KEY TO BORING LOG GRAPHICS Drilling Co. Hole Diameter Drive Weight Elevation Top of Hole Location Sheet 1 Project No. Type of Rig of 1 Drop " LUUN 1 UN l:UNSUL I ING, INU. o 0 y D m � 3: O c, 3 C j N v Iw MIA. d 13u- � B Ou- mu , r« v> wo C5 Q n mi I- o fv 6=i Logged By r Sampled By 0 Asphaltic concrete Portland cement concrete clay of bw to medium plasticity, gravelly clay; sandy clay; S Inorganic silt; clayey silt with bw plastieity Inorganic silt; diatomaceous fire sandy a silty soib; elastic sih Clayey silt to silty clay GW Well- graded gravel; gravel -sand mixture, little or no fines ° poorly graded gravel; gravel -sand mixture, little ar ro fmcs 10-9 Clayey gravel: gravel -sarxl -clay momare Welt- graded said; grvely sand, little ar ro fines Poorly graded sand; gravelly sand, Gttk or ro fines Silty sand; poorly graded sand -sih mixture 15-- Bedrock Ground water encuuNered at time of drilling II -1 Bulk Sample 20 C-1 Core Sample Cr 1 Crab Sample R -1 Modified California Sampler (3" O.D., 2.5 LD.) SH- I Shelby Tube Sampler (3" O.D.) S -1 Standard Penetration Test SPT (Sampler (r O.D., 1.4" I.D.) 25 3U SAMPLE TYPES: TYPE OF TESTS: 5 SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE C CORE SAMPLE MD MAXIMUM DENSITY RV R -VALUE B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION PI ATTERBERG LIMIT LUUN 1 UN l:UNSUL I ING, INU. GEOTECHNICAL BORING LOG B -1 Date 5 -2 -06 Sheet 1 of 2 Project Encinitas Fire Station Project No. 600880 -001 Drilling Co. Tri- County Type of Rig ATU- Hollow -Stem Auger Hole Diameter 8" Drive Weight 140 pound hammer Drop 30" Elevation Top of Elevation 206' Location SPP. Man DESCRIPTION o 2 w Z > C o Ud o 0 CL LL O LL Lr-IUN I UN ANU ASSUGIAI E5, INC. E ait 5 w ¢ 0 a >, o 20 m� Logged By GJM a Sampled By GJM 0 UATERNARY SLOPE WASH sw 205 a I ty = to me I= : Lt t brown, damp, loose to medium dense • — — — — — — — — — — — TERTIARY TORREY SANDSTONE Mt `. Silty Irle to maFm-SANDSTONE, Light orange-brown, damp very dense; slightly friable 5 R -I SO/6" 200 t0 50/5" @ 19: No recovery. Light yellow -brown I95 IS 50/4" @ 15': Poor recovery 190 20 R -2 100/9" @ 29: Poor recovery 18.5 25 50 /5" @ 25': Poor recovery: Light yellow -brown to light orange -brown I80 30 SAMPLE TYPES: TYPE OF TESTS: S SPILT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION FJ EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE Lr-IUN I UN ANU ASSUGIAI E5, INC. GEOTECHNICAL BORING LOG B -1 Date 5 -2 -06 Sheet 2 of 2 Project _ Encinitas Fire Station Project No. 600880 -001 Drilling Co. Tri- County Type of Rig ATU- Hollow -Stem Auoer Hole Diameter 8" Drive Weight 140 pound hammer Drop 30" Elevation Top of Elevation 206' Location ca, rulnn a d z o ff ° H � DESCRIPTION H gy 41 O N U F > LL Ott- o o y 2 VNT w ¢ m 00a ' g o O=i Logged By GJM m Sampled By GJM 30— - 175 50/5" @ 35': No recovery, silty fine to medium SANDSTONE: Light 35 yellow -brown to light orange -brown, damp to moist, very dense 170 Total Depth — 35.5 Feet No Mound water encountered at time of drilling Bac fk tlled with bentonne grout on 5206 40 !65 45 160 50 155 55 I50 60 SAMPLE TYPES: TYPE OF TESTS: . S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG B -2 Date 6 -2-06 Sheet 1 of 1 Project Encinitas Fire Station Project No. 600880 -001 Drilling Co. Tri-County Type of Rig ATU- Hollow -Stem Auger Hole Diameter 8" Drive Weight 140 pound hammer Drop 30• Elevation Top of Elevation 196' Location See Map LtIUH I UN AND ASSOCIATES, INC. d wu' DESCRIPTION m �o„ d � r d o _ d 006ULL o w o a M ma o M y6 Logged By GJM ro rn Sampled By GJM 0 bm QUATERNARY SLOPE WASH (O;w 195 I re lo I medium t brow n, damp, Bose to medium dense TERTIARY TORREY SANDSTONE (ftl — — — — — — — — — — — @!':: Silty fine to meWu 'IURE Yellow -brown, damp, very dense; slightly friable 5 190 R- I 86/9" i 10 R -2 99/8" @ 10': Poor recovery 185 B-1 @ 10 '-I @ 15': Poor recovery 15 R -3 50/3" 180 Total Depth = 15.5 Feet No zroucd water encountered at tune of drilling hied with bemonite grout on 5/2/06 20 175 25 170 JO SAMPLE TYPES: TYPE OF TESTS: . S SPLIT SPOON G GRAB SAMPLE DS DIRECT SMEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTF32BURG LIMITS 49 B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R -VALUE LtIUH I UN AND ASSOCIATES, INC. Project Name: Encinitas Fire Station Logged by: CUM Project Number: 600880_001 Elevation: 106 Fpet ENGINEERING PROPERTIES Equipment: CAT Rarlrhnn Location/Grid: Map Sample Moisture Density GEOLOGIC ATTITUDES DATE: April 26, 2006 DESCRIPTION: GEOLOGIC UNIT USCS No. ( %) cf) QUATERNARY SLOPE WASH Qsw A @ 0': Fine to medium SAND: Light brown to light orange - brown, damp, SM B -1 @ loose; friable 3' -5' TERTIARY TORREY SANDSTONE Tt B @ 4': Silty fine to medium SANDSTONE: Light orange -brown to yellow- SM brown, damp to moist, dense; slightly cemented @ 6': Becomes well cemented GRAPHICAL REPRESENTATION: SCALE: 1 " -5' SURFACE SLOPE: 5 0E TREND: E -W •'�. ; ;�� Total Depth - 7.5 Feet No Ground Water Encountered Backfilled: April 26, 2006 r n!_ nC T n%Tni t. Project Name: Fncini ac Fire Station Logged by: Project Number: FoORRn -nol Elevation: I AR pert ENGINEERING PROPERTIES Equipment: r.AT RnnkhM Location/Grid: GEOLOGIC ATTITUDES DATE: April 26, 2006 DESCRIPTION: GEOLOGIC Sample Moisture Density QUATERNARY SLOPE WAS H SIT USCS No. ( %) c Qsw A @ 0': Silty fine to medium SAND: Light yellow - brown, damp to moist, SM B -1 @ loose 3' -5' TERTIARY TORREY SANDSTONE Tt B @ 1.5': Fine to medium SANDSTONE: Light yellow - brown, damp to moist, SM very dense; friable GRAPHICAL REPRESENTATION: SCALE: 1 " -5' SURFACE SLOPE: 0 1E TREND: N10 °W Total Depth - 5 Feet No Ground Water Encountered Backfilled: April 26, 2006 r nr. ns TprWr•u. T Z Project Name: Encinitas Fire Statinn Logged by: GJM Project F00MI.nnt J Elevation: ENGINEERING PROPERTIES Equipment: r'n'r Rar4hnn Location/Grid: Sample Moisture Density GEOLOGIC ATTITUDES DATE: April 26, 2006 DESCRIPTION: GEOLOGIC UNIT USCS No. ( %) cf) QUATERNARY SLOPE WASH Qsw A @ 0': Silty fine to medium SAND: Light brown, damp, loose to medium SM dense TERTIARY TORREY SANDSTONE Tt B @ 3': Silty fine to medium SANDSTONE: Light yellow - brown, damp, very SM dense; cemented @ 5': Practical refusal GRAPHICAL REPRESENTATION: SCALE: 1 " -5' SURFACE SLOPE: 0° TREND: N -S Total Depth S Feet No Ground Water Encountered Backfilled: April 26, 2006 LOG OF TRENCH: T-A Project Name: F.rtcin*tag Fore Station Logged by: Project Number: 60ORRO -Om J Elevation: ENGINEERING PROPERTIES Equipment: rAT Rarirhnn Location/Grid: Sample Moisture Density GEOLOGIC ATTITUDES DATE: April 26, 2006 DESCRIPTION: GEOLOGIC UNIT USCS No. (% (cf) QUATERNARY SLOPE WASH Qsw A @ 0': Silty fine SAND: Light brown, damp, loose; friable SM TERTIARY TORREY SANDSTONE Tt B @ 1.5': Silty fine to medium SANDSTONE: Light yellow- brown, damp, SM B -1 @ dense to very dense; friable zones 4' -5' @ 7': Practical Refusal GRAPHICAL REPRESENTATION: SCALE: 1 " -5' SURFACE SLOPE: 00 TREND: N -S Total Depth - 7 Feet No Ground Water Encountered Backfilled: April 26, 2006 .11:11 11 APPENDIX C W=1 -, • � • "• 1 -1 A Chloride Content: Chloride content was tested in accordance with Caltrans Test Method CT422. The results are presented below: Sample Location Chloride Content, ppm T -1, 3 -5 Feet 83 Direct Shear Tests: A direct shear test were performed on selected remolded sample which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads utilizing a motor-driven, strain- controlled, direct -shear testing apparatus at a strain rate of 0.05 inches per minute. After a shear strain of 0.2 inches, the motor was stopped and the sample was allowed to "relax" for approximately 15 minutes. The stress drop during the relaxation period was recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the samples is sufficient to allow dissipation of pore pressures that may have set up in the samples due to shearing. The drained peak strength was estimated by deducting the shear force reduction during the relaxation period from the peak shear values. The results of direct shear test are presented on the attached figure. Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with Caltrans Test Method CT643 for Steel or CT532 for concrete and standard geochemical methods. The results are presented in the table below: Sample Location p Sample Description pH Minimum Resistivity (ohms -cm) T -1, 3 -5 Feet Silty SAND 7.8 15,516 C -1 r.05::.1.1 0.0 APPENDIX C (Continued) I "R "- Value: The resistance "R" -value was determined by the California Materials Method CT301 for base, subbase, and basement soils. The samples were prepared and exudation pressure and "R "- value determined. The graphically determined "R" -value at exudation pressure of 300 psi is reported. Sample Location Sample Description R -Value T -1, 3 -5 Feet Silty SAND 70 Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods (Caltrans Test Method CT417). The test results are presented in the table below: Sample Location Sample Description Sulfate Content ( %) Potential Degree of Sulfate Attack* IT-1, 3 -5 Feet Silty SAND Less than 0.015 Negligible ' Based on the 2001 edition of the California Building Code, Table No. 19A -A4, prepared by the California Building Standards Commission (CBSC, 2001). Maximum Dry Density Test (ASTM D1557): The maximum dry density and optimum moisture content of selected samples were determined in accordance with ASTM Test Method D1557. The test results are presented below: Sample Location Sample Description Maximum Dry Optimum Moisture Density (pct) Content (" /o) T -2, 3 -5 Feet Silty SAND 114.0 12.0 C -2 50 U1111111 C CL 3000 N N d N m r 2000 1000 0 1000 2000 3000 4000 5000 Vertical Stress (psf) Sample Location T -2 Deformation Rate 0.05 in /min Sample Depth (feet) Remolded 3 -5' Sample Description Yellowish Brown Silty Sand (SM) Average Strength Parameters Friction Angle, 'peak (deg) 38 Relaxed Friction Angle, �' a (deg) Cohesion, c'.,k (pso 400 Cohesion, c'reaxe (psf) Friction Angle, 0'. z (deg) 36 Cohesion, c'...r (pso 300 DIRECT SHEAR SUMMARY I Project No. Project Name 600880 -001 Dominy/Encinitas FS k 2 34 4C LelghtDin 3 25 -25 I Y -50 -75 -100 -125 CALIFORNIA FAULT MAP Encinitas F.S. #2 175 200 225 250 275 300 325 ttt +t +tt +tt + +rrrrrrrt ++ t t * E Q F A U L T + r * Version 3.00 tt +rrrttt +t +rttt + +rrttt DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 600880 -001 DATE: 05 -12 -2006 JOB NAME: Encinitas F.S. #2 CALCULATION NAME: Encinitas F.S. #2 FAULT- DATA -FILE NAME: C: \Program Files \EQFAULTI \CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.0265 SITE LONGITUDE: 117.2762 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 6) Boore et al. (1997) Horiz. - VS = 400 m/s UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cd_2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: C: \Program Files \EQFAULTI \CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 --------- - - - - -- EQFAULT SUMMARY ------- -- ------ ----------------------------- DETERMINISTIC SITE PARAMETERS ------ ---- --- ----------- -- Page 1 (ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ------- - - - - -- ----- - - - - -- ABBREVIATED DISTANCE MAXIMUM 1 PEAK JEST. SITE FAULT NAME mi (km) (EARTHQUAKE( SITE JINTENSITY MAG.(Mw) 1 ACCEL. g 1MOD.MERC. ROSE CANYON 2.9( 4.01 7.2 1 0.470 1 X NEWPORT - INGLEWOOD (Offshore) 1 12.6( 20.3)1 7.1 1 0.194 I VIII CORONADO BANK 1 17.5( 28.1)1 7.6 1 0.199 1 VIII ELSINORE (JULIAN) 28.5( 45.9)1 7.1 0.105 VII ELSINORE (TEMECULA) 28.6( 46.1)1 6.8 0.089 VII EARTHQUAKE VALLEY 1 41.6( 67.0)1 6.5 1 0.057 I VI PALOS VERDES 42.3( 68.1)1 7.3 0.086 VII ELSINORE (GLEN IVY) 42.8( 68.9)1 6.8 0.066 VI SAN JOAQUIN HILLS 1 44.1( 70.9)1 6.6 1 0.070 1 VI SAN JACINTO-ANZA 1 51.3( 82.5)1 7.2 1 0.071 1 VI ELSINORE (COYOTE MOUNTAIN) 1 53.1( 85.5)1 6.8 1 0.056 I VI SAN JACINTO- COYOTE CREEK 1 53.5( 86.1)1 6.6 1 0.050 1 VI SAN JACINTO -SAN JACINTO VALLEY 1 53.5( 86.1)1 6.9 1 0.058 1 VI NEWPORT- INGLEWOOD (L.A.Basin) 1 54.9( 88.4)1 7.1 1 0.063 1 VI CHINO - CENTRAL AVE. (Elsinore) 1 56.6( 91.1)1 6.7 1 0.061 1 VI WHITTIER 1 60.9( 98.0)1 6.8 1 0.050 1 VI SAN JACINTO - BORREGO 1 63.8( 102.7)1 6.6 1 0.043 1 VI SAN JACINTO -SAN BERNARDINO 1 68.5( 110.2)1 6.7 1 0.043 1 VI PUENTE HILLS BLIND THRUST 1 71.0( 114.3)1 7.1 1 0.063 1 VI SAN ANDREAS - San Bernardino M -11 72.5( 116.7)1 7.5 1 0.063 1 VI SAN ANDREAS - Whole M -la 1 72.5( 116.7)1 8.0 1 0.082 1 VII SAN ANDREAS - SB- Coach. M -lb-2 1 72.5( 116.7)1 7.7 1 0.070 1 VI SAN ANDREAS - SB- Coach. M -2b 1 72.5( 116.7)1 7.7 1 0.070 1 VI SAN ANDREAS - Coachella M -lc -S 1 77.5( 124.8)1 7.2 1 0.051 1 VI SAN JOSE 1 77.7( 125.0)1 6.4 1 0.041 1 V PINTO MOUNTAIN 1 78.0( 125.6)1 7.2 1 0.051 1 VI SUPERSTITION MTN. (San Jacinto) 1 78.5( 126.3)1 6.6 1 0.037 1 V CUCAMONGA 1 79.7( 128.2)1 6.9 1 0.052 1 VI SIERRA MADRE 1 80.4( 129.4)1 7.2 1 0.061 1 VI BURNT MTN. 1 81.1( 130.5)1 6.5 1 0.034 V ELMORE RANCH 1 82.4( 132.6)1 6.6 1 0.036 1 V NORTH FRONTAL FAULT ZONE (West) 1 83.0( 133.01 7.2 1 0.059 1 VI SUPERSTITION HILLS (San Jacinto)1 83.3( 134.1)1 6.6 1 0.035 1 V LAGUNA SALADA 1 83.4( 134.2)1 7.0 1 0.044 1 VI EUREKA PEAK 1 84.3( 135.6)1 6.4 1 0.031 1 V CLEGHORN 1 86.2( 138.8)1 6.5 1 0.033 1 V UPPER ELYSIAN PARK BLIND THRUST 1 86.4( 139.0)1 6.4 1 0.038 1 V NORTH FRONTAL FAULT ZONE (East) 1 86.8( 139.7)1 6.7 1 0.044 1 VI SAN ANDREAS - 1857 Rupture M -2a 1 88.2( 142.0)1 7.8 1 0.063 1 VI SAN ANDREAS - Cho -Moj M -lb -1 1 88.2( 142.0)1 7.8 1 0.063 1 VI ----------------------------- DETERMINISTIC SITE PARAMETERS -- ---- ----- ------- ----------- Page 2 ________________ __________ ______________________ _______ ___ _____________________ (ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ----- - - - - -- — - ---- -_____ — _____ ABBREVIATED DISTANCE MAXIMUM 1 PEAK JEST. SITE FAULT NAME mi (km) IEARTHQUAKEI SITE JINTENSITY MAG.(Mw) ACCEL. g 1MOD.MERC. SAN ANDREAS - Mojave M -lc -3 88.2( 142.0) 7.4 0.051 VI RAYMOND 1 88.7( 142.8) 6.5 0.039 V CLAMSHELL - SAWPIT 89.8( 144.5) 6.5 0.038 V VERDUGO 91.7( 147.6)1 6.9 0.047 VI LANDERS 1 92.5( 148.9)1 7.3 1 0.047 1 VI HOLLYWOOD 1 93.6( 150.6)1 6.4 1 0.035 1 V BRAWLEY SEISMIC ZONE 1 93.6( 150.6)1 6.4 1 0.029 i V HELENDALE - S. LOCKHARDT 1 95.8( 154.2)1 7.3 1 0.046 1 VI SANTA MONICA 97.4( 156.8)1 6.6 1 0.038 1 V LENWOOD- LOCKHART -OLD WOMAN SPRGSI 98.9( 159.2)1 7.5 1 0.050 1 VI IMPERIAL 1 99.3( 159.8)1 7.0 1 0.038 1 V -END OF SEARCH- 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 2.9 MILES (4.6 km) AWAY. LARGEST MAXIMUM- EARTHQUAKE SITE ACCELERATION: 0.4699 g # +xxx + #rxt + +t#r +x + +rrx+ + * + E Q F A U L T r # + Version 3.00 # x a #xxx + # # +xx # +rrxxx + # + +x DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 600880 -001 DATE: 05 -12 -2006 JOB NAME: Encinitas F.S. #2 CALCULATION NAME: Encinitas F.S. #2 FAULT- DATA -FILE NAME: C: \Program Files \EQFAULTI \CGSFLTE.DAT 7 SITE COORDINATES: SITE LATITUDE: 33.0265 SITE LONGITUDE: 117.2762 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 6) Boore et al. (1997) Horiz. - Vs = 400 m/s UNCERTAINTY (M= Median= S= Sigma): S Number of Sigmas: 1.0 DISTANCE MEASURE: cd 2drp SCOND: 0 Basement Depth: 5.00 km Campbell SSR: Campbell SHR: 1 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: C: \Program Files \EQFAULTI \CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 0.0 1 --------- - - - - -- EQFAULT SUMMARY ---------- -- - -- ------------------------- DETERMINISTIC SITE PARAMETERS --- ------ --- ----------- ------ Page 1 ------------------------------------------------------------------------------- ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE I- - ----- - ------------------- - ABBREVIATED DISTANCE MAXIMUM I PEAK JEST. SITE FAULT NAME mi (km) EARTHQUAKE( SITE (INTENSITY MAG.(Mw) I ACCEL. g IMOD.MERC. ROSE CANYON --------- -- - - - - -- 1 2.9( 4.6)1 7.2 J 0.790 I XI NEWPORT - INGLEWOOD (Offshore) 1 12.6( 20.3)1 7.1 1 0.326 J IX CORONADO BANK 1 17.5( 28.1)1 7.6 1 0.334 I IX ELSINORE (JULIAN) 1 28.5( 45.9)1 7.1 1 0.177 1 VIII ELSINORE (TEMECULA) 28.6( 46.1)1 6.8 1 0.151 VIII EARTHQUAKE VALLEY 1 41.6( 67.0)1 6.5 1 0.096 1 VII PALOS VERDES I 42.3( 68.1)J 7.3 1 0.145 I VIII ELSINORE (GLEN IVY) J 42.8( 68.9)1 6.8 1 0.110 i VII SAN JOAQUIN HILLS 1 44.1( 70.9)1 6.6 1 0.118 I VII SAN JACINTO-ANZA 1 51.3( 82.5)1 7.2 1 0.119 1 VII ELSINORE (COYOTE MOUNTAIN) 1 53.1( 85.5)1 6.8 1 0.093 1 VII SAN JACINTO- COYOTE CREEK 1 53.5( 86.1)1 6.6 1 0.084 I VII SAN JACINTO -SAN JACINTO VALLEY 1 53.5( 86.1)1 6.9 1 0.098 1 VII NEWPORT - INGLEWOOD (L.A.Basin) 1 54.9( 88.4)1 7.1 I 0.107 I VII CHINO - CENTRAL AVE. (Elsinore) 1 56.6( 91.1)1 6.7 1 0.103 1 VII WHITTIER I 60.9( 98.0)1 6.8 1 0.084 1 VII SAN JACINTO - BORREGO I 63.8( 102.7)1 6.6 I 0.073 I VII SAN JACINTO -SAN BERNARDINO 1 68.5( 110.2)1 6.7 1 0.073 I VII PUENTE HILLS BLIND THRUST I 71.0( 114.3)1 7.1 I 0.106 I VII SAN ANDREAS - San Bernardino M -11 72.5( 116.7)1 7.5 1 0.106 1 VII SAN ANDREAS - Whole M -la 1 72.5( 116.7)1 8.0 1 0.138 1 VIII SAN ANDREAS - SB- Coach. M -lb -2 1 72.5( 116.7)1 7.7 1 0.118 I VII SAN ANDREAS - SB- Coach. M -2b I 72.5( 116.7)1 7.7 1 0.118 J VII SAN ANDREAS - Coachella M -1c -5 1 77.5( 124.8)1 7.2 1 0.086 1 VII SAN JOSE 77.7( 125.0)1 6.4 1 0.069 I VI PINTO MOUNTAIN 1 78.0( 125.6)1 7.2 1 0.086 I VII SUPERSTITION MTN. (San Jacinto) 1 78.5( 126.3)1 6.6 1 0.062 1 VI CUCAMONGA 1 79.7( 128.2)1 6.9 1 0.088 I VII SIERRA MADRE 1 80.4( 129.4)1 7.2 I 0.102 J VII BURNT MTN. 81.1( 130.5)1 6.5 J 0.057 I VI ELMORE RANCH 82.4( 132.6)1 6.6 1 0.060 1 VI NORTH FRONTAL FAULT ZONE (West) 1 83.0( 133.6)1 7.2 1 0.099 1 VII SUPERSTITION HILLS (San Jacinto)1 83.3( 134.1)1 6.6 I 0.059 I VI LAGUNA SALADA 1 83.4( 134.2)1 7.0 1 0.073 1 VII EUREKA PEAK 1 84.3( 135.6)1 6.4 1 0.053 1 VI CLEGHORN 1 86.2( 138.8)1 6.5 1 0.055 1 VI UPPER ELYSIAN PARK BLIND THRUST 1 86.4( 139.0)1 6.4 1 0.063 1 VI NORTH FRONTAL FAULT ZONE (East) 1 86.8( 139.7)1 6.7 1 0.074 1 VII SAN ANDREAS - 1857 Rupture M -2a 1 88.2( 142.0)1 7.8 1 0.107 1 VII SAN ANDREAS - Cho -Moj M -1b -1 1 88.2( 142.0)1 7.8 0.107 VII ----------------------------- DETERMINISTIC SITE PARAMETERS -------------------------- --- i Page 2 - -- — -------------- - -- — ---------- --- ----- i- ------ --------- ESTIMATED --------- MAX. EARTHQUAKE ---- EVENT APPROXIMATE -------- — ------------ -- - --- ABBREVIATED DISTANCE MAXIMUM PEAK JEST. SITE FAULT NAME mi (km) JEARTHQUAKEI SITE JINTENSITY 1 MAG.(Mw) J ACCEL. g JMOD.MERC. SAN ANDREAS - Mojave M -lc -3 1 88.2( 142.0) 7.4 0.086 J VII RAYMOND 1 88.7( 142.8)1 6.5 0.065 J VI CLAMSHELL - SAWPIT 1 89.8( 144.5)1 6.5 1 0.065 I VI VERDUGO 1 91.7( 147.6)1 6.9 1 0.078 1 VII LANDERS 1 92.5( 148.9)1 7.3 1 0.079 1 VII HOLLYWOOD 1 93.6( 150.6)1 6.4 1 0.059 1 VI _ BRAWLEY SEISMIC ZONE 1 93.6( 150.01 6.4 1 0.049 1 VI HELENDALE - S. LOCKHARDT 1 95.8( 154.2)1 7.3 1 0.077 1 VIZ SANTA MONICA 1 97.4( 156.8)1 6.6 1 0.064 1 VI LENWOOD- LOCKHART -OLD WOMAN SPRG51 98.9( 159.2)) 7.5 1 0.083 1 VII IMPERIAL 1 99.3( 159.8)1 7.0 1 0.064 1 VI ++ r++ r+++ rtttr+ r+++++++++ rrttt+ r+++ rrttrr++ rtt+ t + + +rr +tr +t + + +r +r : +rtrr +tt +ttrrr -END OF SEARCH- 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 2.9 MILES (4.6 km) AWAY. I LARGEST MAXIMUM - EARTHQUAKE SITE ACCELERATION: 0.7903 g Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADING SPECMCA170NS Page 1 of 6 LEIGHTON CONSULTING, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal' areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.10 Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture- conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than l percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area_ As presently defined by the State of Califomia, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 7030.1094 Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADWG SPECIFICATTONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of IS feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to 611 placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other • deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Immport: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4_0 Fill Placement and Compaction 4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near - horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91) 4.3 Compaction of Fill: After each layer has been moistureconditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557 -91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slams: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557 -91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultants discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 3030.1094 -1 Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADING SPECffICAMNS Page 5 of 6 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and verG ally less than 5 feet apart from potential test locations shall be provided- 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor /civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation 3M.1094 Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut Slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accept; d by the Geotechnical Consultant prior to placement of materials for construction of the fill porti 1i of the slope, unless otherwise recommended by the Geotechnical Consultant. Leighton Consulting, Inc. GENERAL EARTHWORK AND GRADING SPECIRCATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 1 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material 1 shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 300,10% FILL SLOPE PROJECTED PLANE - 1 TO 1 MAXIMUM FI TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE 2' MIN KEY DEPTH FILL -OVER -CUT SLOPE - OWEST BENCH (KEY) EXISTING GROUND SURFACE r. CUT -OVER -FILL SLOPE OVERBUILD TRIM BACK i 15' MIN LOWEST 2' MIN. BENCH KEY (KEY) DEPTH CUT FACE UNSUITABLE BENCH HEIGHT MATERIAL (4' TYPICAL) BENCH HEIGHT (4' TYPICAL) UNSUITABLE MATERIAL SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS EXISTING---------y,�� GROUND SURFACE - -- PROJECTED PLANE DESIGN SLOPE�� 1 TO 1 MAXIMUM f FROM TOE OF SLOPE TO APPROVED GROUND J L 15' MIN. 2' MIN. LOWEST KEY BENCH DEPTH (KEY) KEYING AND BENCHING y REMOVE 1 D UNSUITABLE MATERIAL CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT FOR SUBDRAINS SEE BENCH HEIGHT STANDARD DETAIL C (4' TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A ( ? SLOPE FACE _- -� - - -- n-=- - - - - - -= - - -_- _ - -- - -------------=- -- OVERSIZE WINDROW • OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. • EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. • BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. • DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. • WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. FINISH GRADE -------------- ------ ----- GRANULAR MATERIAL TO BE DETAIL DENSIFIED IN PLACE BY FLOODING OR JETTING. - - - - - - - - - - - - - - - - - - - - - - - - - - - - JETTED OR FLOODED - - - - - GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS 8 (i i l I TRENCH SEE DETAIL BELOW i MOVE SUITABLE TERIAL FILTER FABRIC (MIRAFI 140N OR APPROVED 6" MIN. OVERLAP EQUIVALENT)- CALTRANS CLASS 2 PERMEABLE 16- MIN. OR /2 ROCK (9FT "3 /FT) WRAPPED '••� OVER IN FILTER FABRIC 4" MI N. BEDDING f COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE s' I 11 1 20' MIN. 5' MIN. NONPERFORATEO 6 "0 MIN. — PERFORATED 6" 0 MIN. PIPE FILTER FABRIC (MIRAFI 140N OR APPROVED EOUI VALEN T) CALTRANS CLASS 2 PERMEABLE OR /2 ROCK (9FT -3 /FT) WRAPPED IN FILTER FABRIC GENERAL EARTHWORK AND CANYON SUBDRAINS GRADING SPECIFICATIONS STANDARD DETAILS C �0 OUTLET PIPES 4- 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX O.C. VERTICALLY KEY WIDTH AS NOTED ON GRADING PLANS FKEYPTH (15' MIN.) (2' MIN.) r 15 MIN _BACK CUT 1:1 OR FLATTER SEE SUBDRAIN TRENCH r�-__- _ _ 'I DETAIL __�_ _- LOWEST SUBDRAIN SHOULD wti'ACTE6__ BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET 12- MIN. OVERLAP— FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS It PERMEABLE OR g2 ROCK (3 FT -3 /FT) WRAPPED IN FILTER FABRIC 4- 0 NON — PERFORATED OUTLET PIPE r r r r r PROVIDE POSITIVE SEAL AT THE JOINT 5% T- CONNECTION FOR COLLECTOR /PIPE TO OUTLET PIPE .116- MIN. COVER = 4'0 PERFORATED J PIPE 4" MIN. BEDDING FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION — subdroin collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnicol consultant. Outlet pipes sholl be non — perforated pipe. The subdroin pipe shall hove of least 8 perforations uniformly spaced per foot. Perforation sholl be 1/4" to 112' if drill holes ore used. All subdroin pipes shall hove a gradient of at least 2% towards the outlet. SUBDRAIN PIPE — Subdrain pipe shall be ASTM D2751. SDR 23.5 or ASTM D1527. Schedule 40, or ASTM D3034, SDR 23.5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe sholl be placed in a trench no wide than twice the subdroin pipe. Pipe sholl be in soil of SE >/ =30 jetted or flooded in place eXcepl for the outside 5 feet which shall be native soil bockfill. BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT FILL GRADING SPECIFICATIONS SUBDRAINS I STANDARD DETAILS D SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 _ _-___ . RETAINING WALL---,,,, +• FILTER FABRIC ENVELOPE WALL WATERPROOFING If OVERLAP PER ARCHITECT'S ° ' o• I= _ =_ =_ -7� __ (MIRAFI 140N OR APPROVED SPECIFICATIONS I o 0 0 - _ EQUIVALENT)•• o . ° 1 MIN. 3/4" TO 1 -1/2" CLEAN GRAVEL FINISH GRADE I } I - - =- -__:_- 4" (MIN.) DIAMETER PERFORATED �• ° ° PVC PIPE (SCHEDULE 40 OR • __ EOUIVALENT WITH PERFORATIONS "" ORIENTED DOWN AS DEPICTED -= - ----- -- --- '- _' " " " "'_ "_' I ° • ° '_ -_ MINIMUM 1 PERCENT GRADIENT =_=-- -- COMPACT D FI l� Snipes -Dye associates DRAINAGE REPORT J for L OCT 2 5 2010 ENGINEERIfIG SERVICES CITY OF ENCINITAS CITY OF ENCINITAS FIRE STATION No. 2 08 -116 DR /CDP DWG No. 10417 -G 1. 1 t r S: W R:> Wz N xz 1 y 1 r, Prepared By Snipes -Dye ASSVCiates civil engineers and /and surveyors 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 (619) 697-9234, Fax (619) 460 -2033 EN0891 Snipes -Dye associates DRAINAGE REPORT for CITY OF ENCINITAS FIRE STATION NO. 2 08 -116 DR /CDP DWG No. 10417 -G Dated: October 20, 2010 Prepared By snipes -Oye Associates civil engineers and /and aurvegors 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 (619) 697-9234, Fax (619) 460 -2033 EN0891 YWV 1 Np 13011 48,p,' p 6 /3onp Robert L. Bruckart, . 481r,,,,, L The following hydrology and hydraulic calculations were prepared for the development of the City of Encinitas Fire Station No. 2 located on Birmingham Drive westerly of the south bound off ramp from Interstate 5. The site address is 618 Birmingham Dr., Cardiff -by- the -Sea, CA 92007. The project consists of the development of a neighborhood fire station on an existing undeveloped 2.1 acre parcel of land (assessor parcel 260- 317 -11). The current site is undeveloped consisting of sloping terrain vegetated with native and non - native vegetation. The site slopes from elevation 220 to 185 from the west to the east. Current site drainage consists of sheet and concentrated flows from slopes collected in a concrete ditch along the freeway ramp, flowing southerly within the Caltrans right - of -way. The site accepts surface drainage from the residential developed properties located westerly of the site. Proposed site development intercepts the natural slope sheet flow. Site drainage collects the surface drainage, conveying it to site catch basins and discharging to a proposed cleanout structure to be constructed over the existing concrete ditch located within the Caltrans right -of -way. Site drainage is routed through landscape and vegetated swales, bioretention facility to detain and treat the surface water prior to discharging to the storm drain system. The hydrology calculations were prepared in accordance with the County of San Diego Hydrology Manual utilizing the Rational Method for small drainage basins. Calculations include peak discharges for both current and developed site conditions. Peak discharge calculations for the 2 year, 10 year, and 100 year, six hour storm events are included. Utilizing the County of San Diego Hydrology Manual run -off coefficients based upon the percentage of impervious area and hydrologic soil Group D was determined for each basin for both the current and proposed site conditions yields no change in the peak discharge rate in the developed condition. The current conditions produce a peak discharge of 8.23 cubic feet per second in the 10 year, six hour event, while the developed conditions generate a 8.74 cubic feet per second discharge in a similar event. The peak discharge rate will remain relatively the same in the developed condition. SITE PEAK DRAINAGE DISCHARGE SUMMARY Storm Event 1 2 Year 10 Year 100 Year Existing Conditions cfs) 14.92 8.23 13.38 Develop Conditions (cfs ) 15.15 8.74 13.97 HYDROLOGIC METHODOLOGY AND CRITERIA Methodology. Hydrology for this study used a computerized version of the Rational Method prepared by Advanced Engineering Software (AES). The computerized Rational Method program is a computer -aided design program where the user develops a node -link model of watershed. This program can estimate conduit sizes to accommodate design storm discharges. The node -link model is developed by creating independent node -link models of individual interior watersheds and linking them together at various confluence points. The program allows up to five streams to be confluenced at any one time. Stream entries for the confluence must be made sequentially until all streams are entered. The program has the capability of performing calculations for 15 hydrologic processes. These processes are assigned code numbers, which appear in the printed results. The code numbers and their meanings are as follows: 1. CONFLUENCE analysis at node 2. INITIAL subarea analysis 3. PIPEFLOW traveltime (COMPUTER - Estimated Pipesize) 4. PIPEFLOW traveltime (USER- Specified Pipesize) 5. TRAPEZOIDAL channel traveltime 6. STREET -FLOW analysis 7. USER - SPECIFIED information at node 8. ADDITION of subarea runoff to mainline 9. V- GUTTER flow through subarea 10. COPY Main - Stream data onto a memory bank 11. CONFLUENCE a memory BANK with the Main- Stream memory 12. CLEAR a memory BANK 13. CLEAR the Main- Stream memory 14. COPY a memory BANK onto the Main - Stream memory 15. DEFINE a memory BANK Son Diego County Hydrology Manual Date: June 2003 Land NRCS Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial /Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/industrial (O.P. Com) Commercial /Industrial (Limited L) Table 3 -1 RUNOFF COEFFICIENTS FOR URBAN AREAS Permanent Open Space Residential, 1.0 DU /A or less Residential, 2.0 DU /A or less Residential, 2.9 DU /A or less Residential, 4.3 DU /A or less Residential, 7.3 DU /A or less Residential, 10.9 DU /A or less Residential, 14.5 DU /A or less Residential, 24.0 DU /A or less Residential, 43.0 DU /A or less Neighborhood Commercial General Commercial Office Professional /Commercial Limited Industrial Section: 3 Page: 6 of 26 87 0.87 *The values associated will] 0% impervious may be used for direct calculation of the inoff coefficient as described in Section 3.1 2 Irepresenting the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A n dwelling wits per acre NRCS = National Resources Conservation Service 3 -6 Soil Type % IMPER. A A B B C C D D 0' 0 0.20 0 0.25 0 0.30 0 0.35 IU 0 0.27 0 0.32 0 036 0 0.41 20 0 0.34 0 0.38 0 0.42 0 0.46 25 0 0.38 0 0.41 0 0.45 0 0.49 30 0 0.41 0 0.45 0 0.48 0 0.52 40 0 0.48 0 0.51 0 0.54 0 0.57 45 0 0.52 0 0.54 0 0.57 0 0.60 50 0 0.55 0 0.58 0 0.60 0 0.63 65 0 0.66 U U.67 0 0.69 0 0.71 80 0 0.76 0 0.77 0 0.78 0 0.79 80 0 0.76 0 0.77 0 0.78 0 0.79 85 0 0.80 0 0.80 . 0 0.81 0 0.82 90 0 0.83 0 0.84 0 0.84 0 0.85 90 0 0.83 0 0.84 0 0.84 0 0.85 95 0 087 0 087 0 0 8 0.87 *The values associated will] 0% impervious may be used for direct calculation of the inoff coefficient as described in Section 3.1 2 Irepresenting the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A n dwelling wits per acre NRCS = National Resources Conservation Service 3 -6 County of San Diego t Hydrology Manual Rain fall Isopluvials - - - -'- - 2 Year Rainfall Event - 24 Hours tt ?6a. L1 { {{{3•Cr. I I I NNy� \ r E ,.....+.. .rte..... we..... 3 0 3 Mllaa 1. r +rr + +ftttft rtrrxxxtrx * *aaa + #ar # #rrrrr: rtrtrrrr *r rr+rtrrrrefrrf rtrr : :rtrt♦k* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 * * * * * +rrrttr : +tr +trrrr #fxt DESCRIPTION OF STUDY + + #trrt +rrrrrrtrr +rrrf rrrf • BASIS A # • 2YR RATIONAL METHOD - 8%ISTING CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 *tf * * * * * * * * * ## # #trf r #Rr *ti # #4tif rff* ik**** r * * * * * *r * *#• * * # +• #ftt#4 + +* #krkr* FILE NAME: EN0802EA.DAT TIME/DATE OF STUDY: 15:06 10/20/2010 -------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURE GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* fRf* R#* t***** kRk# *Rf *f * * * # #kR * # *!f! *4!Rlff#4f *!f l44lfflf lff4l4 #iti4itiiifitt FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE = 21 -- - - ------- ----- ----- -------- ------ - ------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 2 YEAR RAINFALL INTENSITY(INCH /HOUR) _ NOTE: RAINFALL INTENSITY IS BASED ON Tc = SUBAREA RUNOFF(CFS) = 0.17 m 4.428 10.b, IS USED IN Tc CALCULATION! 2.635 5- MINUTE. TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17 FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.159 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.68 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 6.81 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 0.94 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 1.07 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. fRRRk*** kRR** RRRRR *R4kR * * *R *RtR44l4R *!r! *RRRft* #444 #ii444if *4i4ifir #trt ♦ #4r! FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ----- ------------- ------------ - - ---- ------ - -- ---------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) = 186.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. +t s+ rr44i tsxxsarxrrxrtrrr +ri *4i4t +tt4if t44rf tiro * + ++ #rttrrtr #r +rtrrl +ftt + ++ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 7.30 RAINFALL INTENSITY(INCH /HR) = 2.06 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 FLAW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.8, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.15 itk!##ff fkif ifl+ iti itiitff#f##lf Rl kiiffi kf# 4f + #4ff#ff4tiifiltltifl +if4lkf#44 FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE - BI ---------------------------------- »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) _ 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELACITY(FEET /SEC.) = 1.66 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 7.29 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.94 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) 1.93 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 385.00 FEET. rrrrttttttx *xttx t!**! x* w*+ x#+ wr#+**+* w+•++ w++ rrww * *ww +aw +arr +rrarxr +rr * +xr +r FLAW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 7.29 RAINFALL INTENSITY(INCH /HR) - 2.07 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW PATE(CPS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 1.07 7.30 2.065 2 1.06 7.29 2.067 RAINFALL INTENSITY AND TIME OF CONCENTRAT CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLAW RATE TABLE *+ STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.13 7.29 2.067 2 2.13 7.30 2.065 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.13 Tc(MIN.) _ TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE AREA (ACRE) 0.87 0.90 RATIO 7.30 3.00 - 490.00 FEET. tf * + *tiitlar4trfrrlrif taf• flfl fxfl k!#**+ w+#*+ * #ww * * # * # *wk + * * * * * *i +r **f +! *! #w FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 --------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 186.00 DOWNSTREAM(FEET) 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.15 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) - 0.35 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. x #rrrr + + +f rrrrr+ rrrr++ r+ xxxx* r** irattarxrwirax * *rtr *xrta *rtataatrttttarrtt *f FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH /HR) = 2.00 TOTAL STREAM AREA(ACRES) - 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 * tx*****++# t##+ a# ai# a+#+ tr* ff*: rxfx++ f* rx *xrxax +af * :fxff + *fa +rx + +rrrxrr +frr+ FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL ARBA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17 R *xxa * * * * * *k ** *Brit * # # #afaafaif aaffr +trrtir #r *rr4 +f rrt * **#fr * + * + +rrlitirfiti FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.968 *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 7.86 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.18 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 1.30 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.37 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. *ttt * *k * * # *i* iii #lot +i4 #tftritrri4rrrltaatltrf tttf Yl4fkl4f xx *4xf tff4 *R4 *t * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 - - -------------------------- ------------------------------- - - ---- -- -- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------ ---------------------- - TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.86 RAINFALL INTENSITY(INCH /HR) = 1.97 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 4ftx *ttik * * *i4 *k * } * *Y } #k4t #i* fit # #ff4 *i }! } } }rlttrrYkr4lf xt *4x! * *x *x*4x *k * * ** FLAW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE = 21 --- ------------------------- ------ ----------------------------------------- »>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.987 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE - 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< __ _________________________ _ _ _ __- --- --------- --- --- -------------- - ELEVATION DATA: UPSTREAM(FEET) = 223.00 DOWNSTREAM(FEET) _ 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.007 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.74 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.63 TC(MIN.) = 7.62 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) 1.01 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET /SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. + r++ rrrrxr* rr++++ r++++++ rrrrrrrrrr++ rrrr+ rrrrrrr +rrrrrrrr +rrrx +rrrr + + +rr +rr+ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------------------------------------------------------------------- ------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.62 RAINFALL INTENSITY(INCH /HR) = 2.01 TOTAL STREAM AREA(ACRES) = 0.97 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.11 xxx++++++++ r++++++ r++++ r+ rxrxxrx+ rrxxxxxxrrxxxxxxxxxxxx + + + +x+xx +x +xxxx +x + + ++ FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.566 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.25 ' TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 ++++ rrr+++++++++++++++++++ rr++++ r++ r+++ r++ r + + + + +ra + + + + + + +rr + ++ +rrrrrrrrrrr rr FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE = 61 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.16 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. +r + +xrxxxxr +xrtt +xxx +txxf xxxx+ rf xfxttxtttttttfttttttfftrxtf tffttf tffffrfff tf FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.13 7.64 2.004 1.77 2 1.30 7.86 1.968 1.16 3 1.11 7.62 2.007 0.97 4 0.55 4.16 2.635 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 3.47 4.16 2.635 2 4.92 7.62 2.007 3 4.92 7.64 2.004 4 4.89 7.86 1.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.92 Tc(MIN.) = 7.64 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. --- ----- -------------------------- ------------ - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) 7.64 PEAK FLOW RATE(CFS) 4.92 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS rrer+ k+tt r+t r+ r+ r+ rrt t++ t+ kk++ k+ t +k4 +kf + +kkiR +t + + +r +++f +Refffrf r4t4f tff tf 4ff RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 Rrrffff RffffRR* * * * * +t +rt ++ DESCRIPTION OF STUDY #4444444f 444444if t44t4it44 • BASIN A • 2YR RATIONAL METHOD - POST - DEVELOPMENT CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 * k*# k#*+# k***##** k* kktkkk# kk* kk* k4# 4******* *kk * * *R *R ** *R *RR *R *R * * *R * *R * *R* FILE NAME: EN0802PA.DAT TIME /DATE OF STUDY: 15:29 10/20/2010 ---- — ------ - -- -------- — -------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- -- - ----- — --- ---- -------- ---- ------ ---------- -- — -- --- ------------------ 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS •USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ----- --- - - - - -- ----------- - - - --- ------ ----- ------ ----- - - - - --- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)•(Velocity) Constraint = 6.0 (FT•FT /S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• xxxa# atlraara++ aaraarrrxa# rrxxxxxx+ xxxxxxxxtxl l + + + + + + # + + + + + + +rxr+ + + +f of +af ++ FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE = 21 ---------------- -- - - -- ----- - -- --- - -- -- - - ------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.874 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.18 # f4kftxfxxiRxi♦ txx## f#!# 1Rxxxl xfil f## tffi#### # # ## #+ #x + #+ # + #+ +# ## #a4afa # #aaa# FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.50 DOWNSTREAM(FEET) = 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.504 *USER SPECIFIED(SUHAR A): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.66 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 5.41 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 0.91 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET /SEC.) = 5.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 250.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)c «<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.08 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 5.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. rl RkRa* x* r*** Rarfl tfxrkr *Y**xxrxfRrfrkafrfYrY + #firwYrf refrrleewr +rf ++• :arwkt FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.60 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) - 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.08 * taa+ a < + + + «a <araaY *#t # +t :ii +t +r +a <tY+ tart#+# * #i +ia *t <raata <a* #aw *xxw *Y►rr *x FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.06 +++++++** *atxY * * + *atxxxaaaxxxx*xx *xxYkkk xxxxxxxx + + + + + *i *kkf x <*Yx * * *x * *Yx * * *Y FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 -- - ----------------------- --------------------- ---------- - - ------- --- - - ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. +iwrrr rrarrw# wrwrw+ ffrtf* xwx** x+ wx* w* wwar# aara + +aaarwa #aaa +ta+ + +ttrt +rwrtrrw FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------- ----- ----------- - ------------------------------ - - - ------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 TC(MIN.) = 2.60 er+ txxwww## t+ tt++++ wwww++ txrr+ trrrrww*+ wwrw+ wfwrx *w *rwr +wwaa +a +t +taa + +rrr +ww PLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.21 GIVEN PIPE DIAMETER(INCH) 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.11 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 2.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 = 73.00 FEET. fiwf* fwww * *# #ff4itwirar +fwfxRf *x *x *w# to #at #astt #+rfrr + + + + +ax + + + + +# # ** ++that FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 ------------- -- ------- ----------------- -- -- ---------- - -------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------ 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) - 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.19 TC(MIN.) = 2.85 tittttt +ttrr444t44 #tf #4tt * * * # ** *tor * * * *4rrrir4rrf r4if t +rrt4a4r4if 4it4kt *t *t* FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE 41 -------------------- -- ------ - - -- - -- -------------- --------------- - - - ----- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --------------------------------------------- ----------- -- ------------------ ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.64 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.38 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 158.00 FEET. r4k 4r4RRk4rkrkk44iiiii # #krt4S *f +t # #ittf ttar4f r * #4f *t4 * #ifi * ** *4 *r *444r44kkkr4 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 3.38 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.08 5.60 2.450 0.76 2 0.19 3.38 2.635 0.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 0.84 3.38 2.635 2 1.26 5.60 2.450 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.26 Tc(MIN.) = 5.60 TOTAL AREA(ACRES) = 0.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. xxwwwx* ixxxxwwwrta+ wf+ efw• wr•* rarirrrrrrir+ iaaaa * * * *x * * * *xx * + +w+rwaar +r + *rrr FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 41 ---------------- ------------------------------- ---------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 204.20 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.67 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.26 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. aaaa+ tttt a++ a+ a++ rr*+ arrrrr +:rrrrrrrr *rrxxixxxiwrw #f rfwfffwtfirrrt +tta +x : #ti FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 5.79 RAINFALL- INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 0.87 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.26 1 ARE: tits *ttttirttf aitri+ twit* tttiwtt ixt rtixrrrx# x4t # * + #ta #* + # # *k *# * # # *k + +w *kwt #t FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE 21 -------------------------- ------------------------------- — ----------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------- ------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100 UPSTREAM ELEVATION(FEET) = 221.40 DOWNSTREAM ELEVATION(FEET) = 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) _ WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 2 YEAR RAINFALL INTENSITY(INCH /HOUR) _ SUBAREA RUNOFF(CFS) = 0.19 m 5.097 10.$, IS USED 2.602 IN Tc CALCULATION! TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.19 FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE = 41 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THEO SUBAREA<<<<< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------- ----------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.60 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) _ .8.19 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 5.15 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = 125.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.15 - RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------ *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 224.00 DOWNSTREAM ELEVATION(FEET) = 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.104 2 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.18 r++ r++ r+ r+ rxxxxxxrrr+++ rr+ r++ rr++ t++++ t++++++ +r + +r + +r +x +xrrxxxxrr +xrxx +xrx +r FLOW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = 0.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.181 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.18 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 6.70 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.67 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CPS) = 0.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. + t+++ r++ rrr+ xxxrrxtrrrrr++++ t++ t++ r+++++++++ xxx +xxxx +rx + + + + + +rt + + + + + + +tt + + ++ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ------ -------------- - - --- - ----------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------- ----- ------ ----- --- --- --------- - TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.70 RAINFALL INTENSITY(INCH /HR) = 2.18 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 +++ x+ xr++ rt++++++ r+++ rr+ ttxxxrxr+ rt+++++ t+ t++ + + + + + + + +r +rt + +xtxxrx + + + + + + + + + ++ FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE = 21 --------- - - ---- --------- - ------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.913 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.09 w*# xwxw++++**+* a++* t++* w* aaarrraratt++ a+ trx+ xw *wxr # *wr * *x * * *xr + * *x * :rr* * * * *♦ FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE - 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.913 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5129 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.21 TC(MIN.) = 8.21 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<c<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 1.91 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.21 ■* CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.26 5.79 2.396 0.87 2 0.19 5.15 2.586 0.15 3 0.82 6.70 2.181 0.50 4 0.21 8.21 1.913 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 2.11 5.15 2.586 2 2.29 5.79 2.396 3 2.29 6.70 2.181 4 2.07 8.21 1.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.29 Tc(MIN.) = 6.70 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. xxxx+++ r+ rr+ trx+ xrxx+ xrr++ r++ t+ r+++++ xxxxr++ r + + +xxxxr +xxxxrtxxr +xxxxxxxxxxxx FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 - ------------------------- ---- -- - ------- - --------------- ----------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ------------------ -- -- -- -- ---- ---------- - - - -_-- ----- ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.21 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.29 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. xtr++ r+++++ xrxrrrrx+ a+++ tx+ xxxxxx+ rt xxxxxxxxxxx +xxx +xxxx +xxxx +xxxxxrrrxtxxxx FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- + r+ r++ x++ t++ xxx+ xxx+ x+ xxxxxx++ xxxxxxxxxxxxxxx + + + +xxtx + + + + + +xxxx +tr +xxx + +x + ++ FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------- ------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) _ WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 2 YEAR RAINFALL INTENSITY(INCH /HOUR) _ NOTE: RAINFALL INTENSITY IS BASED ON Tc = SUBAREA RUNOFF (CPS) = 0.17 ar .428 10.x, IS USED IN Tc CALCULATION! 2.635 5- MINUTE. TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17 ♦ wwxr+ w+++ xxxwxxwxxwxaxrrraaarwxtrxxxw+ w+ wxrtaaaaatwwrrwwaw +axarwwtrrrw :wwwx FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE 51 »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------- ---------- ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0383 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.880 *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.25 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) - 4.01 Tc(MIN.) = 8.44 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 0.72 AREA- AVERAGE RUNOFF COEFFICIENT - 0.518 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 0.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET /SEC.) 1.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. +++ wr+ wx+ ww++ w+ tr++ wrwxwxwwtrrttrrt++ a+ t++ arwrar +wrrttwttrtttwwt + +r +xwww + + ++ FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) - 8.44 RAINFALL INTENSITY(INCH /HR) = 1.88 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84 wwrwaaarwxarrrrw: rrwtwwt+ wrrr+ tt++ rr+ t:+ aaaat +rtrrrerrrrr :rtrwrarrrr + rrrtrrt FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) - 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.613 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.09 FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 41 ---------------------------------------------------------------------------- ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 --------------------- ----- - --- --- ---------------------------- - -- ---------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< --------------------------------------------- ------------------------------- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.613 *USER SPECIFIED(SUEAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 TC(MIN.) = 5.06 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.06 RAINFALL INTENSITY(INCH /HR) = 2.61 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.20 ** CONFLUENCE DATA ** Tc STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 0.84 8.44 1.880 2 0.20 5.06 2.613 RAINFALL INTENSITY AND TIME OF CONCENTRAT CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 0.70 5.06 2.613 2 0.98 8.44 1.880 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CPS) = 0.98 Tc(MIN.) _ TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE AREA (ACRE) 0.86 0.11 RATIO 8.44 11.00 = 400.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.01 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. + x+ xxr * * #a # #* + +t +ta + + +t ++ + +r + +rrr # + *f efflffeaffxffffrf lffxx * + + *x *xxft * * *xx *r FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 0.98 9.49 1.743 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.29 6.80 2.161 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 2.99 6.80 2.161 2 2.83 9.49 1.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.99 Tc(MIN.) = 6.80 TOTAL AREA(ACRES) = 2.70 * f* xw* rrtr+#f tr# trfrtrY +YYe!! * * * *xxr +r +ra #rar #fff +rf t # #ttrt + + + + +Y + + +tr•r!! ## FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE = 41 ------ - - --------------------------------- ----------- -------------------- - » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------- ------------------------------ ELEVATION DATA: UPSTREAM(FEET) 197.70 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.26 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. fxxxwa► xwrw# r#t+ rxr+ w+++# w# rw+► wrarrrrrr+► fffx ►►r ► ►xx• ► ►ww #xwxwwx ► ► ►ww # #w #aa FLAW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ------ -- - - - - - -- - --------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.138 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) = 3.65 TC(MIN.) = 6.91 + r► fxrrxxx► xxxxww+xw+++++++ rr++ rr++x r+ wfx► rrx ►x ►wx•x ►xxw + + #w + # ►a # #rwar►arxfx FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------- ---- -------- -- ----------------- - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.91 RAINFALL INTENSITY(INCH /HR) = 2.14 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65 tttttttt + + + + +rrwrrr ►► err ►xwx #wr +w # + +t + + +rw ► #tr ►r ►r ►reef af►►arfrar ►x ►rwxwxt +a FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE = 21 ----------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------- -------------- --------- ------ - *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 100.00 UPSTREAM ELEVATION(FEET) - 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(PEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.8, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS EASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.14 } } # ## #t # #i #f if i #ffifxf kfkkfY * *f * *fk * * * *YYfi YRRRfi Y * * * *k * *i*RYRR *RRR * *tYkRRR # *t FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW« <<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.207 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.68 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 6.58 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.88 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 1.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET /SEC.) = 4.34 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 575.00 FEET. a! xl tx** a**}*** x*#** t+###* aax4a# x4xxx* ai!!!! 1 !!lRRaaYla!lff4taixlixkf *litixi FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.58 RAINFALL INTENSITY(INCH /HR) = 2.21 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 al teiaxxtx*******# t++} t}+* xtxxxxl tfif!l aYxta!l xta4a #ialaxi *ixx *a *xt * * *x * *a * ** FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>-> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.653 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) - 0.15 TOTAL RUNOFF(CFS) = 0.28 wrttt+ t+t+ t++++ w+t r+ t+ t+ ttrrrrrrrtrr++++ t++++ + + + + + +r +rrrrrrtrrrrr +rt +r +rrrrr FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE = 61 ------ -- --- ---- - -------------- -------------------------- - - --- - -- -------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) 4.35 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) - 0.34 PEAK FLOW RATE(CFS) = 0.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLAW VELOCITY(FEET /SEC.) = 5.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. w+++++ rrtr: twwwwwwrerrrrrrrrrrrtrt+ tt++ t+++++ + +r + +r +rt +rrrrrrrrrr +rrrrtrrrrr FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 41 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM (FEET) - 176.32 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.43 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 16.00 = 380.00 FEET. #*# t## 4i4#********** Rk* R4* f4!*l f44f4lf ff■ k4fitftk *fR #4 #ti * *4 #R *R * * *!R * *R4Rf! FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 ---------- --------- ----------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<c«< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 4.43 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) . 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.65 6.91 2.138 2.96 2 1.00 6.58 2.207 0.86 3 0.66 4.43 2.635 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 3.67 4.43 2.635 2 5.02 6.58 2.207 3 5.15 6.91 2.138 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.15 TOMIN.) = 6.91 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. ----------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.91 PEAR FLOW RATE(CFS) 5.15 -- -------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS • :� : Diego "Urr -- � � iii: ■ Manual Rainfall Isopluvials C :■ " r� ■3ra� c ■ IN fp plik t f.. ■ "!x,,'.,19 �Fel �fill .� DPW :: ..■ a _ 10 YEAR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 * + *++ * + +*r ++ +* * * * * + * * * * + ** DESCRIPTION OF STUDY *#r *! * #ttt!!! * * + # + + + # +!!!+ • SASIN A • 10YR RATIONAL METHOD - EXISTING CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 FILE NAME: EN0810EA.DAT TIME/DATE OF STUDY: 15:38 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10. %, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.26 RR* kRtRi## 4*### #k # #* #i * #4+kkt + #4Rl ++ + #t +fltltf Rttt4ilt*!fl4t *tk * * ** * * # ## *kk* FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 6.54 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 1.54 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.87 PEAR FLOW RATE(CFS) = 1.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. +++♦ t+ rrrr* rrrrr+ rr+ rrrrtrrr+ rrrttrrtrrrrrttr ♦ :rrirrtitrrrirr #rrrrtrirr +rrr# FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------ ----------- ---- -- ------------_- ------ ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) 186 00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 6.96 RAINFALL INTENSITY(INCH /HR) = 3.41 TOTAL STREAM ARKMACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.76 rrrrrrrrtrrt tf rrrrief *ri►f rtf trtf tffir *•itfifttf ifftttftt *trrtf titrr +rrrrttt FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10. %, IS USED IN Tc CALCULATIONI 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 + t+ tt++++++++ rrrrrr: rrrxxrxxxxxx++++ rr+ rrrrrrrrrrr +t + +t ++ + + +rrrrrrrrr :rrrxrr FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE = 51 ----- ---------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « <<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.408 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.88 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 6.95 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.55 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.42 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 385.00 FEET. ! x* xtr# ktl xtal Rf!l trf!! alf rl ax Rrlf tr# rrirt### rrrrlkl + # ++k #! # * + # * * * *kxxRRka +! FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ------------- --------- -- - - ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <c< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.95 RAINFALL INTENSITY(INCH /HR) = 3.41 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.76 6.96 3.407 0.87 2 1.75 6.95 3.408 0.90 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 3.51 6.95 3.408 2 3.51 6.96 3.407 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.51 Tc(MIN.) = 6.96 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 490.00 FEET. f rrww# w+ r## r#* w*+#+#+ r# r# r# R+l t+ r+!l+ x+ lr + + + + + + # # * * # + # # * * * *x!!! *lrxxlf aaflr! FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 ------------- --------------------------- - - -- - - ---- ------------------------ >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.51 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. *4 + +ii#itti #i + +i #tiitxtffi *R1f R#tRI+RY * *k*k *#t *Yf Rk► * ► *kR►xRY ►►* ► ►xR * *t * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 t►#* wfw t# tt44r +*trkri #444r#w ►Y4Y #44Yxw * *RYf YiYf t # #4fif4tf #lot #►k44ff ►twR►f !! FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.26 r4i4Y4l tY4l x4fRt* tx► xR► xk******** w*# wtw*#w w* www * *t * * *aw *w *w * ** * *wwwwa *ar * *a* FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.320 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) - 2.33 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) - 2.43 TC(MIN.) = 7.24 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) 1.99 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 2.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(PEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 2.86 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. rrr+ r++ r+ rr+ r+ r+ rxrxxxxxxxxrr+ xrr+++ r++++++ r+ + +rr #+r+ + + +r +r + + +r + +rr + +r + +ra ++ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 -------------- ------ -------- -- --------------- -- - - -- --- - -- ------ - -- - - --- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH /HR) = 3.32 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 tr ## ## tart## ix#### aafitrrfkrt+# tfrrtittitfrrrfrrtiritiititit4 + #lrtrrrrtr +tff FLOW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE = 21 ------- - --- - - ----------- - --- - - ----------- --- - --- - ------- --------- ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.987 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) - 0.09 TOTAL RUNOFF(CFS) = 0.22 farrarr +rrr +rtf r # +tfffrrf tef fffrffrtffrr# rfrf tf ■ffrrtfrrr :rrtrrf rrtrrr :rrrrx FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE - 51 >>>>> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 223.00 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.461 *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT - .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.54 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 6.79 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.74 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) 1.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.65 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. rrxtrxxxwwxxt+ ara++ aaaa++ rrt t+ rtraaaar+ rxrxrraxxxrxxxwwatwwxxarxxxa +aaar +aaa FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 3.46 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 r+ aaa+++x rtrtr+ tt+ rrxrrxrrxxxtxwtwwxxx++ rxxtaxaxxxaxxattxxxtttttarxtxtr +rrrr FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE = 21 ------------------------ ------------------------- -- ---- — — ---------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.566 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.41 !falilfrtlffxfffftfrfr torkkrxr rt+ fkx*#* ra4i** *a #ta4a *rRr #trr!lrat #44 +r ++t+ti FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURS HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) - 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.16 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. ++ arrr+++ r: r+:+ ar+ t: arrrtttr+ r: arrrartrrrrtrattrtt +raaratrtt +rrra +ra * + + +tr ++ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<cc <c >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA *+ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.51 7.26 3.315 1.77 2 2.20 7.24 3.320 1.16 3 1.91 6.79 3.461 0.97 4 O.BB 4.16 4.216 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 6.08 4.16- 4.216 2 8.06 6.79 3.461 3 8.23 7.24 3.320 4 8.22 7.26 3.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.23 Tc(MIN.) = 7.24 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 7.24 PEAK FLOW RATE(CFS) 8.23 ----------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS rtitY++ tr t+# #fti #M +r + #i # # #i + + * #wxRxk * * *ttxf tfff tfttYfYYf +ft #tliiiiiwxR * * * * *# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 t +trYYYrf +r +t +f rttta *t *i ++ DESCRIPTION OF STUDY * + *errrt + +r :rYt +frri +xx # #w • BASIN A • 10YR RATIONAL METHOD - POST- DEVELOPMENT CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 + fwxxxxfttrxf xxwxiiiitt* rfftwfftr+ w# xi#++ rt+ Yf +fttitYY # # + # #x # *xxttwftfrtetf FILE NAME: EN0810PA.DAT TIME/DATE OF STUDY: 15:45 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------ ---- - - -- - ---------- — -------- ------ ------------------------- ------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 4x + +# ++ + *wxxxfrr lrxr## 4+### fi x4# rf r#+ rrft ri+# at *xxff +friixxx44 +xkw *xr +trrtif FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE 21 ---- - - -- - ------- - ------ -- -- - - ------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.674 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) 0.29 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOPF(CFS) = 0.29 +# rrx+ xtr+##++ x** x** x+ 4f► x: tr x+: xra +awxrwxxwxxffwrxa + + #xwxxxrxlrf rrx sot +a + ++ FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE - 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 224.50 DOWNSTREAM(FEET) = 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.040 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.36 AVERAGE FLOW DEPTH(FEET) 0.15 TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 5.34 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) 1.47 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAR FLOW RATE(CFS) 1.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET /SEC.) = 6.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 250.00 FEET. 4trttt #tirix#aaa } *Rk *w *rf af# trtl x+t*# a}+** t* xxw *tfrtxrtra4 *a * *x * *ri4fYrt + *tt FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ------ - ----- - ------------------------- - ------------------------------ - --- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.60 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.75 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. + tx* x*** xxwrrattr++++++ tttt* wxxxtf4artrt**+ a} *x * * *w * #f + *xra +t + + * +ttxxt4ttttt FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.51 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 ttttrrrrrta + *+ tort*t w* fxttt+ rrrr+ + +a #t *ttxxtrafarrrwx +a * #rtxxxtf rettfaa + +ta FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 - --------------- --- - ----------- ----------------------------- -- - --- - - ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) . 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.09 atit #trif tfttrtr ++t + + +iii4it4tkftkfi *ftrt #tot + + +t* # *twx *rf 44tttrf xaa4aka * *4tf FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE - 41 *• WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. f aff# rrtttr :itr # +aaxr #kx #ft # #arerktki s # +#w # +k + *xraff rtkik +ff #ax +xkxtarfk +ttk FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ------------ ----------------- -- - --------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.17 TC(MIN.) = 2.60 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE . 41 ------- -------------------- --- ----- - -- ----------- - ----------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --------------------------------------------- ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.52 GIVEN PIPE DLAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 2.81 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 . 73.00 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE 81 ---------- - -------------- ------------ - - ----------------- -------- - ----- - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.30 TC(MIN.) = 2.81 xrxrtxxxtffrrr+ rttrttttrrr+ t+++ rtxtxxxxxxrfffff +r +t +ttt * *ra :aa+a +xxxxxxxxxtx FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 41 -- ----------- -------------------- - ------------ - ------------ -------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<c «< ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.99 GIVEN PIPE DIAMETER(INCH) 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.30 PIPE TRAVEL TIME(MIN.) - 0.47 Tc(MIN.) = 3.29 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 158.00 FEET. ttrrxtt+ rtrx+ t+++ rtttt+ xttxxxxara+ rrrrrrrt* rtrtxr +ffxa + +taaaa +rxxrf►xxrrrtf+ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) - 3.29 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.75 5.51 3.962 0.76 2 0.30 3.29 4.216 0.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TAELE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.34 3.29 4.216 2 2.03 5.51 3.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.03 Tc(MIN.) = 5.51 TOTAL AREA(ACRES) = 0.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. fiii•+ k++## ata; rf# ai# fa# f* ff#*#*#*# xRk* R## x# x # #ifafi ;t + #at ;ti + #4f +i ++# * * + *+t FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE - 41 -- ------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 204.20 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.77 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 5.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 435.00 FEET. fxiirxx # + + #it + #a ;f aaaRaaa +fR +t +aa ;fr + + # + +t +; tit + # * # + # #r #afa # *r #iti#r ##ftiRrx FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 __ --------------- >>>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.68 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 # faf## rxiiiR #xrx ## # # #i ##x #RRxxaara +fatrrt tt r+ t+r +t+i +tia# +* # *f *i *frri #rf #rii FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 221.40 DOWNSTREAM ELEVATION(FEET) = 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.097 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.&, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.164 SUBAREA RUNOFF(CPS) = 0.31 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.31 t##ttt# xff*fffl r**t t#t t##### xx**f**t!#l+ ff++ i # +#fxixxxx ## # +# + +k # # # # #fxxxxxxx FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.60 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.42 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = 125.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE 1 --------- - --------------------------- - ------ ---------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -------------------------------------- ---------------------__________ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.14 RAINFALL INTENSITY(INCH /HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.31 ### tti# i# i* ikR**flftf frifiiiit* i*f*f###*# r* R* +kfirlf +if + + +i #f4 #r #ik *Rlffff4! FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 ---------- - ------ ---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------------------- ----------- -------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 224.00 DOWNSTREAM ELEVATION(FEET) = 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.104 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.28 xxxxxxxxxxxrxx+++++ rr+ rrrrrrr+ r+ r++++++++++ rr +rx ++ + +rtrx + ++ + +rrrr + + + + + +rrr ++ FLOW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE = 51 ----------- ------------------------ ------- -- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = C.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.697 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 6.13 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.14 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. x++ rrrrrrxxt+ r+++++ rrrxxxxxxxx+ x+ xt++++ tr++ xxx + +xrrxx ++ +ttttwxtxxxrx +x + + + + +r FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE 1 - ----- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< «< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.13 RAINFALL INTENSITY(INCH /HR) = 3.70 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 + xrxxxxrxxxxxrt+ xxx+ xxt+ rt t+ t+ rr+ xxxxxxrrxr++ ++ + + + +xxxxxxxxxxxtt + ++ +txrxxxxx FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE = 21 --- -- -- ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< _____________________________________________ _______________________________ *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.061 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.15 +t t+++ rrrrxrxx+ a+ rxrrrrrr+++ rxa++ rrrrrrrrrrrrxxrrr + + + + + + + +r ++ +xxx + +rr + +xr + ++ FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE = 51 - -- -------- ------- --- --- -- - - -- -- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< - -------------------------------------- ---- --- ---- -- --------- -- - - ---- ELEVATION DATA: UPSTREAM(FEET) = 206.30 DOWNSTREAM(FEET) = 207.15 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = C.0096 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.400 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.53 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 11.98 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.14 AREA- AVERAGE RUNOFF COEFFICIENT = 0.513 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 14.00 = 190.00 FEET. txttrrtrt+# r++ ra+ ttaxtaaar# ratrttxxxrxxxxxxxxxxrrxrxrxrrx #rrt # + +rtrxtxr + +trx FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------- - ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 2.03 5.68 3.884 0.87 2 0.31 5.14 4.141 0.15 3 1.38 6.13 3.697 0.50 4 0.26 11.98 2.400 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 3.48 5.14 4.141 2 3.72 5.68 3.884 3 3.72 6.13 3.697 4 2.59 11.98 2.400 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.72 Tc(MIN.) = 6.13 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE 41 -------- - -- -------------------------------------------------------------- » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.16 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 3.72 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. xxxxtxxxxxxxxxxrrrr+++++ r+ xrraxr++ t+ rx+++ trttrtt :rr +rr +rxrrrrrr + +r + +rx +rrxrr FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ___- _____ -- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <cc<c + tr+++ t+ trt+++ rrr+ trrrrr+ rrrrrrrxxxxxxxxxxxxx +xrx +x +rr+ + + + + + + + + ++rtr + +tttttt FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.x, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.26 t+ rr++++ rrtt++ r+ r+ rrr+++ t+ rrx+ trr+ rrrrrxxxxxxxxxxxrr + +r +rrrr + +t + + + +ttr +ttxtt FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE = 51 --- ------ - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< _______________________________________ __________________ _ ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0363 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.175 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.50 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 7.76 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.21 AREA- AVERAGE RUNOFF COEFFICIENT = 0.518 TOTAL AREA(ACRES) = 0186 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. f+ rf+ fi++rrrr #ttxR #t + #a# # #a+ * #aawRRf wwRtf*+ r* rrxt4xt #+*kkk * * *x *xkR *#rtaaaaa ## FLAW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 7.76 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 0.86 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.41 # Rf rRf+f+ M+ Yf• xtx tx## t# R+ x+ k#### Rxx4wRrtf*+f rYxxix +4x #+af +a# # *x *kfRlffYftrft FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.181 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) _ - 0.06 TOTAL RUNOFF(CFS) = 0.14 ##+# xxRRRxxRRwt++ trtrf+ rrtY# R++ tr+ Ra##+ a## x# RxxRr #frrtrtxxxxxr # # + +# # # #xxxRRxfx FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 41 -------------------- - >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM (FEET) = 208.00 DOWNSTREAM(FEET) 206.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.84 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 5.77 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 175.00 FEET. f +ffrf +trtxrt rRxxixx# tit## a* a#*#*# aixxx#** Rf+ 4rfYlYYttYtxrfxf #x4 * *iRxRxxxf +Y FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 - -------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.844 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) - 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.29 TC(MIN.) - 5.77 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.77 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 1.41 7.76 3.175 0.B6 2 0.29 5.77 3.844 0.11 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 1.34 5.77 3.844 2 1.65 7.76 3.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) = 1.65 Tc(MIN.) = 7.76 TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 400.00 FEET. tit t+ Rt4 4t*# ti## it#*# RRf# fr rtff ►ffr* +r #ftt #f +f * # * *k * *! ►tf rf ►fk * +ttit # #t#k # #+ FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE . 41 ------------------------------- -------------- --- -------------- - ------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELACITY(FEET /SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. + Rxkx# RkRRfRRfR r+ fr+++l ti# itt+ t# hrRiRi k+i* kxRt #tee#hf #itttt ♦ ## # # * * **tt# #ttRt FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 --- ------ -- - ------------------------------- - ------------------- --- -- ---- >>> »CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.65 8.67 2.957 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 3.72 6.21 3.664 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.91 6.21 3.664 2 4.65 8.67 2.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.91 Tc(MIN.) = 6.21 TOTAL AREA(ACRES) - 2.70 xRxxxxx# txxRRfrtfRerRtRf# fhfrfftxttt++ t## t# h* # + + + + + +Rtfff + ++frrt+ +t ++ + + + + + ++ FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------------------------ ----- ------------ ----------- ELEVATION DATA: UPSTREAM(FEET) = 197.70 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.53 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.91 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 6.32 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 822.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE - 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLAW<<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.626 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) - 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) 0.26 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) 6.19 TC(MIN.) = 6.32 r+++ rr+++ tt+ t+++++ x++ x+ x+ rxwwwrr+ rtt+ tt+ x+ x++ + +xxrxr +r + +rtrt + + + + + +x + +x + + +r +a FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 --- - ----- --- ----------------- - ----- - --- >->>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------------- --- -------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.32 RAINFALL INTENSITY(INCH /HR) = 3.63 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 + wxwxxwr#+++++ t+ t+++++++ tr +x + + +xxx + + + + +rr + + ++ + + +xxxx +wwxf rff•t + +t +t ## # # # # #xx FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======== *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10. %, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.22 x+++++ t+++ t+ xxx+ xxxr+ r+++ xwxxxxx++ t+ x++ x+ tx+ tx + + +x +x +xxxxxr +t +t+rrr + # # + +wxxx FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 ______ __ _ _ ____ ______ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.634 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.25 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 6.29 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.46 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 1.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET /SEC.) = 5.14 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 575.00 FEET. a+ r: xrt+ rrx+ t+ x++ rrrrr +xt+ax+xr +r +•t +frfrtarrrrf rrrrrr + +rrr +rrrrrrxttratrrtx FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.29 RAINFALL INTENSITY(INCH /HR) = 3.63 TOTAL STREAM AREA(ACRES) = 0.86 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.64 ++ txtrrrxrtrrttrxxx+ x++ t+ xtxttt+ xx+++ t++ tt a+ x + + +x + + +r + ++ + + + + + + ++ +xxx + + + + +tt# FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE = 21 ------ ------------------------------- ---------------- --- --- - ------ -- -- --- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.653 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45 FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE = 61 --------------- -------------------------- - - --- - ---------------------------- »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< »» >(STANDARD CURB SECTION USED)<< «< UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 4.35 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) - 0.34 PEAK FLOW RATE(CFS) 1.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 5.70 DEPTH *VELOCITY(FT *FT /SEC.) - 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. fftfi ttfitfffffffffftttRRtttt titYffttffl tiftt tt*t*#t#*iff #ffttt *ttt4 *tRtttlf FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 41 ---------------------------------------------------------------------------- > >>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) - 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 4.42 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 16.00 = 380.00 FEET. + aa+ tkr+ t++++ rt+++ t+ tr+ a++ a+++ t+ trt+ rr+ rr++ t+ t +t +traaaaaaaa +ataa +aaaaaaaaatr FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 ------------------------ ------------------------------- -------- ------ — ---- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 4.42 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.19 6.32 3.626 2.96 2 1.64 6.29 3.634 0.86 3 1.06 4.42 4.216 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.54 4.42 4.216 2 8.72 6.29 3.634 3 8.74 6.32 3.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.74 Tc(MIN.) = 6.32 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.32 PEAR FLOW RATE(CFS) 8.74 -------------------------------------------------------- -------- -- -- -- - ----- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS w100 YEAR ■ ■ m County of - 1 ! _ �■ �pr Hydrology mail Rainfall Isopluvials lag A A WON MM IPWF a' i Egg Ems r' a ,-J\ q� �~�.�M _ "■ i • .f �... rfrrrffer## tr+ r+ rr+t r#+## t+++ t#+ trtxx+ xx+ tffftffrr # ++ +t +tr # #r ## # # + + +♦rftxxtr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 t►f rff►f r +rr + + # + +trrttt +++ DESCRIPTION OF STUDY * *ft * *terrrt +t + + # + # + + + + # +# • BASIN A • 100YR RATIONAL METHOD - AXISTING CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 ###+####+##+#+++++ t+ x+++++ x++ tttr# ft +f#rff +rrft+ + # # # + +r # # + + + + +xtrff ttf +frt FILE NAME: EN0893EA.DAT TIME/DATE OF STUDY: 11:41 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------- --- --------------------------- — ----- 2D03 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6 -HOUR DURATION PRECIPITATION (INCHES) - 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURE GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ! t►f t fff4444iii4!!t #! * *i# # #! **iwllRf kRlf R► fiiiii #* *#!! *4* * *4 * # #i #RlffYfYR # ## FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE - 21 --------- - -- -------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.W, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.41 xxxt xxfYiiiirrriil ff f#! !f #r►4* ## * # *! *w!* *!kfllff4r +rrf iirfwrlf #* *k +iwixxxf ►t FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE - 51 -- - ------- - --------- - --- - ---------------------------- ------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.756 *USER SPECIFIED(SUHAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.31 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 6.16 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.49 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) - 0.87 PEAK FLOW RATE(CFS) = 2.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. f + + # #f xft #xxxxxf xxxxwf# x+ xxf xfxx fxxxxiftix + +ffff►► ► ►►f + ►fff• ►rant + #ai +tittf FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) = 186.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.B4 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. ti## atritxff++ rartti +x + # + # ## #f +trrri +rfr #tf + + #rrf kirf ari #! # # #xixxxxxxixfxxxx FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 6.53 RAINFALL INTENSITY(INCH /HR) = 5.55 TOTAL STREAM AREA(ACRES) - 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 if4 fffftlrlf4 ►lf +t►ffflftffflft ►ff Rff lffktff►f f ►4►f ►lif ri ►fii #fit #tt #fi #i#ff FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.$, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 tiitiif xt4itt4+ 4+++++ a## tk#t* x**x ttx x• fxtl rri 4txtxxt ++ #xx # # #ixxx *xffiffffr4k FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE 51 ----- ------ ----------------- >>>>> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 5.562 *USER SPECIFIED(SUHAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) 0.03 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 6.50 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.54 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAR FLOW RATE(CFS) = 2.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 385.00 FEET. #++ x#+++ xx#+ x+++ rt+ x++ rr+ x# rffrrfffrrrrr+++# t + +tttt +t +r +t + + + # # # # # #r # + #+t # + +# FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.50 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 2.85 6.53 5.546 0.87 2 2.85 6.50 5.562 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 5.69 6.50 5.562 2 5.70 6.53 5.546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.70 TC(MIN.) = 6.53 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 -------------- -------- - - ------- ---- ------------------------------- -- - - >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< _______________ ELEVATION DATA: UPSTREAM(FEET) 186.00 DOWNSTREAM(FEET) 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.89 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.70 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. +++ t+*# t** w* wkt *Rrtrtrrrtwrrti4i + +* + ++ +t + * *k * * *Rf RR #rtrrrt #rti *4t +t *Rt * *# * *rRwwRR FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ---------- -- ----- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------------------------------- ---------- -- ------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 5.41 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.70 x# fi+ tt+#*# xwxwxk# RxxxxR# k+ rrrttt# xt# i# xt+++# tx #txxRwwRRrwr +wwrittttiiii +fi+ FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE . 21 -- ------ ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.41 ttt wffwRRwfwr+ rttttt r #t +xxtifti + # #r # +w *xxx *w *xxxrRRf #Rrtrt +rw +rxx +ixif + +tfR + +t FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE - 51 --------- ----- ------------------------ -- -- -------------------- - --------- - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) - 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.399 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.84 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 6.81 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.23 AREA- AVERAGE RUNOFF COEFFICIENT - 0.570 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 3.57 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET /SEC.) = 3.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. at+ rtt:+ t+# rt## r## ffxaa+ trr+ rtfff ♦a+r +r #xxfxxrartf +ffrrtat # +r #f ffffra +aa #atf FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 - ------------------------- ------ - ------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEcc<<< --------------------'-----------------_--_ _______________________________ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.81 RAINFALL INTENSITY(INCH /HR) = 5.40 TOTAL STREAM AREA(ACRES) = 1.16 PEAR FLOW RATE(CFS) AT CONFLUENCE = 3.57 tra++ trtiff+#### r# ffffrfarfaraarfrff # +a + #fx #fffafaararr +ffraaf as ##fffxffaata FLOW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.987 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) 0.34 f # #f # # # #ff xffffaarffrrrrf # # + #aa +rr #xaf xfffaaf # # ## # # ## # +rt # # # # # # # #### # # #rr # ## FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE = 51 ------- ----------------------- --------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW ««< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 223.00 DOWNSTREAM (FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.523 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.89 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) - 6.57 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 2.77 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) = 3.05 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.38 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. + 4YYi• R#r# tt+ ft# RRR# R# ta#R Rt## i# k# t4# tt# aa**f * #t *t4 *RkkR * *RR * * *RR #kYYYYfYlf4 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ----- ----------- ----------------------------- -- — -------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 6.57 RAINFALL INTENSITY(INCH /HR) = 5.52 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 + 4+ t# t# t• r++++ r+# a4attaafat +tr +raRa +rrx4r *x * *Rr *xR *tlYkf tY * #RfYk +rlY4 + +lt44+ FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE 21 --------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.566 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) 0.63 axrrt txtxxxxxx+ x+ txxx+ + +rrx + #a + +a +raaaarrrraaa +ttataa +rats +ra +rrrtrtr + +trrr+ FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) - 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) 4.16 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT - 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.26 PEAK. FLOW RATE(CFS) 1.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. f 4Y4* Yf 4#***##f* Yt # # * # # # * * * + * * * * * *k * *k *RR *4RlRlf 44R *Y4 + * *Y *! #f k# ## #t # * # #4k ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ------- ----- ----------------- ------ --- - - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 4 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLAW RATE(CFS) AT CONFLUENCE = 1.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 5.70 6.79 5.408 1.77 2 3.57 6.81 5.399 1.16 3 3.05 6.57 5.523 0.97 4 1.38 4.16 6.587 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER .(CFS) (MIN.) (INCH /HOUR) 1 10.18 4.16 6.587 2 13.24 6.57 5.523 3 13.38 6.79 5.408 4 13.38 6.81 5.399 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.38 Tc(MIN.) = 6.79 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.79 PEAR PLOW RATE(CPS) = 13.38 _____________________________________________ _______________________________ ____________ _______________________________ END OF RATIONAL METHOD ANALYSIS arrrrraaa+:+ t+ rrrrrrttraaaaaxxxrttxer+ rra+ taaa +rtxrr »xxxr »ttarrrrrrtaa +aax +t RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 rrrrrrrrr»rrarrrrrrrrr :rta DESCRIPTION OF STUDY * :ttaataaarrrxr•rtrrrrrrrr * BASIN A + * 100 YR RATIONAL METHOD - POST - DEVELOPMENT CONDITION « * EN0892 ENCINITAS FIRE STATION 10/20/10 ++ trrxtr++ ata++ t+ t++ xxxxxxxxxxrtttr rr+ rx+ tortxxrxxxxxxrxrrrrrrrrr + + + + + + +aa FILE NAME: EN0893PA.DAT TIME/DATE OF STUDY: 14:16 10/20/2010 --------------------- - --- -- - ------------------------- --------------- ------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) -- --- - -- ---= == ______ _____ ______ _____ _______ 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* wxxxfxxrx +rt *rtttt + + + + +t +rx + +xxxxr +wf rf rrrx+ rrwxxxxxx +x +ffrrt +tt +rrrxxxrxxrx FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.874 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) 0.45 wrrf rffrrrtft + + + + + +rrxxxxxxxitrtfwrtrrttr afttrxxitfff •rrrr +ri + + + +txrrffwwrwt FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE = 51 »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.50 DOWNSTREAM(FEET) = 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) _ 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.363 *USER SPECI£IED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.23 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 5.28 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.32 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 2.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET /SEC.) = 7.17 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 250.00 FEET. a+ wtt+ r+ rt++++++++++ t+++ rtt+ ttt: aaaa +rtwta +ar +wrwwxtwwwftw +wwrrrtf of wfarafrt FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.57 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.76 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. rwww +rraf rf rfaaafraafffetffww+ aa+ a+ rr+ a++ axar +r +t +rrrt +ttttttttttt + + + + + + ++t+ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.43 RAINFALL INTENSITY(INCH /HR) = 6.25 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 rr+++ rxaxwr+ xrrr + +x +fawafaxxxxxxxaxxaxxaaafxxf xaaxxxxxr +xxxx +xr +x + + +xr +xraxx FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 - - ----- ------- ------------------------ - ----------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBtZR (AMC II) - 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CPS) = 0.14 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< r» >>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 206.10 DOWNSTREAM(FEET) = 205.55 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.68 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 2.83 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 6.00 = 78.00 FEET. t+ r+ rrr#* rrr## r+++ rrt++ rrrrrr* rr+ rRr+ rrrr# r+ rrrrr *t + * # +Rr # +t # * # + # # + * + # # # * +t+ FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.5B7 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.27 TC(MIN.) = 2.83 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.85 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.03 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 = 111.00 FEET. trtt++ rrra++++ rrar+ rrr+ r+ arxxrxrr+ t+ rarxarxaa + + + +r +tt +t+t+ + +rt +rr + +rt + +t +rtr FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 -------------------------------- ------------------------------- - ----------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.47 TC(MIN.) = 3.03 r++ ar+ t++ x+++t+ t+++ t+++++ xaaaxrxt+++ raarrxrrrrrrarra +rrr+ +t +rxrrarrrax +rraxx FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 41 -- — ------ --- ---- ----- -- - -------- — ---------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL T114E THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.37 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.47 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 3.45 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 196.00 FEET. *i #t4f!*4t4tiff RffRlt #!t * *f! * *f t4ftRfiRltlR * *ffk * *#4! * * *f 4!ltRfff4ftfft*! * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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_) = 3.45 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 2.76 5.43 6.249 2 0.47 3.45 6.587 RAINFALL INTENSITY AND TIME OF CONCENTRA7 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.22 3.45 6.587 2 3.20 5.43 6.249 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.20 Tc(MIN.) _ TOTAL AREA(ACRES) = 0.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE AREA (ACRE) 0.76 0.11 RATIO 5.43 3.00 - 345.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 204.20 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.93 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.20 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. tt+ t+ rrf++ r** rrr *rr *r + * * *tw1■1wr *wrkRrrt *1r * *1r Y►t * *►w *Rw *riff11ww1ftl•rRwR• FLOW PROCESS FROM NODE 8.00 TO NODE B.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.58 RAINFALL INTENSITY(INCH /HR) = 6.14 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------- ------------------------------- - - ----- - -- - -- ------- - -- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 221.40 DOWNSTREAM ELEVATION(FEET) = 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.097 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.506 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) 0.48 FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE = 41 ----------- ------ - --- -- --------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<c<<< ELEVATION DATA: UPSTREAM(FEET) = 205.60 DOWNSTREAM(FEET) 199.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 10.64 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.48 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = 125.00 FEET. ##* i# ii* i**** # * *k *4fff!!!wr!•f }r ;;i # #lfix+i} tit +f *! * * *w4tkYlxf rf lfriiirl4f4t FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------- - -- -------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.14 RAINFALL INTENSITY(INCH /HR) = 6.47 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 ii;+* r4trrri}+ r4i+ a•*****#** t* rwrxwx* w44rrritt tit4x4lfa + *i +ixx + + *xfr + +!lr +a; FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 --------- - ----------- ------------------------------- - - ----------- ------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 224.00 DOWNSTREAM ELEVATION(FEET) = 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.104 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) 0.44 * xkw** x* R** xx**x► wrl rlrtl r4l fi; kti4 }iti * *xt * + # * * * * *r4 * ►1rr4l ►f ►ltf Y #iix4 #x4! FLOW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE - 51 ---------------------------------------------------------------------------- >>>>> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ------------------------------------------------ ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = 0.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.902 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.36 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.51 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 5.93 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.82 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) - 0.50 PEAK FLOW RATE(CFS) = 2.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET /SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. tfrxtxfsrsrr +sfftxx + +sf rttxt• t+ strxxrataa+ s+ wtxwwxxxxxw *wxx +xwxxxxwwwwxx :xex FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------- -------------------- -- --- ------ ---------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------- ---------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 5.93 RAINFALL INTENSITY(INCH /HR) = 5.90 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE _ STREAM 3 ARE: 2.21 fr# frf#**# rr#+ irff+ rfrrl tsr* ti+ rixitisf+ t+ tx+ + #xixxxxx#x# # #x4 #k * * *t * * # * * *w ** FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE = 21 --------------------------------------- -------------- ----------- - ----- ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.784 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.23 xxxw+ rsrrrrrrrsrrrsr+ wrwrr #wwwrr#rtarxrsx +r + +xxtrxtxxttxf rxxaxat + +f Baas +w *t+ FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE 51 ---------------------------------------------------------------------------- »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 208.30 DOWNSTREAM(FEET) = 207.15 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.923 *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.68 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.95 TC(MIN.) - 11.16 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.24 AREA- AVERAGE RUNOFF COEFFICIENT - 0.513 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 14.00 = 190.00 FEET. ffrrr• ef«+ r+++ rt +axxxa « +xttafwwwwwtxxwxxxfkrrff wr + +x + +t +xra +wwxwkx# #xr#trff• FLAW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE 1 ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------------- -- ------------ -=-------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 3.20 5.58 6.139 0.87 2 0.48 5.14 6.474 0.15 3 2.21 5.93 5.902 0.50 4 0.42 11.16 3.923 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 5.62 5.14 6.474 2 5.94 5.58 6.139 3 5.94 5.93 5.902 4 4.22 11.16 3.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.94 TC(MIN.) = 5.93 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. ++ aaar+ wwwwwaa+ wxx+ wxwxwww++ xxr«« ffx♦ trrf«+ r+ +rxxxxx « + +aaa «+wkwwwwxx « «a « « # «« FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 --- ------------ ------ -------------------------------- --------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 199.00 DOWNSTREAM(FEET) 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.87 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) - 0.08 TC(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 477.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE - 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< k* RRt* R* RkRRR**** RRRRkRR* RR RRtR** r* RR* Yf *rttiYYifti +Yffkifrkr # # #* # # #Yrt * # # ## FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE - 21 -- ------ --- ----- ---- ------ - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c<<< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.1, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.41 rrYYrrr +YYYrrr #tY + +YrY #titYi +Y rrrr+ r+ Yt+*+ irR f+ +r +t #4 +ar * #r * * * * * * * * * * * * * # * ** FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) 220.00 DOWNSTREAM(FEET) = 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0383 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.179 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.77 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 7.26 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.98 AREA- AVERAGE RUNOFF COEFFICIENT = 0.518 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET /SEC.) = 2.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. wa** rwaa* iiiiteYiirtar+ rrakaaaaxa+ a++ i****** wxxtfafr +iiYrrrYfaaa # #aa * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.18 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.31 * * * * * * * * * * * * * # #kt #fkl4i kit!# YYifitiiY♦ t#* f4#* #* * *4t * * *#fktf #liiYif *Y4ia4 * #aa FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ----- ------------------------------- - -------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.533 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.22 * ta** i********** w*: wx** x* wtaxrwex* raaaaiiiriYrr t +rrara * +aaaraaa * * * *x * * * *fw *a FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 41 ---------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----------------------------------------- ----------------- ------- - - ----- ELEVATION DATA: UPSTREAM(FEET) = 208.00 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.18 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) 5.69 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 = 175.00 FEET. i+ ri+* r+ raaa++ irr+• aa+ r#* arrraaaa+ ataiair + *ixritt *w *f * *t•rriiiiff r4ritairrat FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.057 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT - 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.46 TC(MIN.) = 5.69 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.69 RAINFALL INTENSITY(INCH /HR) = 6.06 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMEER (CFS) (MIN.) (INCH /HOUR) 1 2.31 7.26 5.179 2 0.46 5.69 6.057 RAINFALL INTENSITY AND TIME OF CONCENTRA7 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.26 5.69 6.057 2 2.70 7.26 5.179 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.70 Tc(MIN.) _ TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE AREA (ACRE) 0.86 0.11 RATIO 7.26 11.00 - 400.00 FEET. ++ ++ft * +r # *Rfrif tf +f +rfrr *ftrfrrtrfrrrtf irrf rf *rffrf t *frfrr #r♦ + + + + + + + + + + * *r} FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ---------------------------------------------------------------------------- ---------------------------------------------'------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.59 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. tt *xtfxrf rxff*r # :rrrrrrr *tfx + # # # + # # * *xtf xxxtr # #rrf xtx +t + + + +rrxxxtxtxtrt # #xrr FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 -- - --- - - ----------------------------- -- - --------- --------- - - - --- ------ - -- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.70 8.06 4.843 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 5.94 6.01 5.852 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 7.95 6.01 5.852 2 7.61 8.06 4.843 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.95 Tc(MIN.) = 6.01 TOTAL AREA(ACRES) = 2.70 rrrrrrrrrt # + + +ataaa + ++ tar+ r* arrrirrr* rr* xx### + #rtxtfrrfxxfa + + #ir * # *xxxxxxxrx FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE = 41 ------------------ ------ --- - - -- - - --- ----------------------- -------- - ---- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------------------------------------- ------------------ ------------- ELEVATION DATA: UPSTREAM(FEET) = 197.70 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.88 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 7.95 PIPE TRAVEL TIME(MIN.) . 0.09 Tc(MIN.) = 6.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = B1 ---------------- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.797 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) 0.26 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) 9.90 TC(MIN.) = 6.10 ++ trrrrriirwrr+ + + * # + + +t + +a # +iw +w *xx * * * * *x +lrrf rww *x4l+ + + + + #w *wxxwrr *frrrfrw# FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 -------------------------- -- - ---------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.10 RAINFALL INTENSITY(INCH /HR) = 5.80 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.90 FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE - 21 ------ - -- --- ------- - ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.t, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.34 w#*** w**** a* x** x** x** xl xtwr# r#+ wr+ w** w+ ww# rta +r # * # * * *x *xxx *lxxrrrt + *w +w +w4 *# FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 ------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<< --------------------------------------------- ----- -- ---- ---- -- -------- - ----- ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.860 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.06 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) - 5.99 SUBAREA AREA(ACRES) 0.77 SUBAREA RUNOFF(CFS) = 2.35 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAR FLOW RATE(CFS) = 2.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET /SEC.) = 6.00 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 575.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 ---- -------------- - ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.99 RAINFALL INTENSITY(INCH /HR) = 5.86 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65 ++ a++ a:+#*# a * #a * * * *x * *x *x « #x «x * #xx «ft «x «rf tarrrrr #• « :rtfr :t +a # # # # # + + « + + + + + «+ FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE - 21 -- -- - - -- — - — ------------------------ ------------- ----- -- ----- - - - - -- — --- --- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.653 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.70 rr: rrtrtr++++ xr+ t++ r++ t+++++ xxxxraxrrxxxxxrxxxr t+ +trrr + +rrarrrxx +rxrttrtrt ++ FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE = 61 -------------------- - --- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Sack -of -Walk Flow Section . 0.0200 "TRAVEL TIME COMPUTED IISING ESTIMATED FLOW(CFS) = 1.16 STREETFLOW MODEL RESULTS IISING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) - 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) - 0.70 Tc(MIN.) = 4.35 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5- MINUTE. *USER SPECIFIED(SUHAR.EA): USER - SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 1.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.68 FLOW VELOCITY(FEET /SEC.) = 5.53 DEPTH *VELOCITY(FT *FT /SEC.) . 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. rat++ r++++ r+ rarrrxrrxrrrarrrtrrarrarrrtaaarra +r +aa +x +rxrrtrt +xtx +rtrrrtrrr rt FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 41 - ------ ------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) 176.32 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 11.47 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 4.41 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 16.00 = 380.00 FEET. xxxxxx++ xxtt++++ xx+ x+ rrtx+ txttt+ trrrrrerrtrtrrr + +tt +trt +rrttt +tt +tort +r +rrr FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 --------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 4.41 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.90 6.10 5.797 2.96 2 2.65 5.99 5.860 0.86 3 1.65 4.41 6.587 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.77 4.41 6.587 2 13.85 5.99 5.860 3 13.97 6.10 5.797 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.97 Tc(MIN.) 6.10 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. --------------- ------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.10 PEAR FLOW RATE(CFS) 13.97 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS JOB_Et4(2) E3 I Ft`1C.11.11TA l cItrc S-r47k0tS SNIPES -DYE ASSOCIATES SHEET NO 1 DE 2 8348 CENTER DR #G LA MESA, CA 91942 CALCULATED BY L d DATE I O IS 1 (619) 697.9234 FAX (619) 460 -2033 CHECKED BY ns.c CALC�Ss ATE T2En7MElaT F�ULcI TNRovGF Vf.G_T_liT ....._.._._ S <(AL� T. PaLU Rt TE r }o"1 FA.C.Lt.1T Y _ 0..07 C•Fs 'f}�E �.7'UtZM4f�TC;.(L r<�NO�F klr;,L Lu ?Cct TuC 1'�foRL?''C4ZT�.I ' nr;;,;T;Y "7"RE2BJ 1.{ icr . r C_ n 4 1, _2RA1> Z4 G*TCU f+,,ASi.L._ AODITrOAlpt_4_�_�T1�f S�1RcAG¢._ Oc -rL1E slots- r' t'-� Fk&_L._T..Y SH19��. _8 .._5tv Tb: -Tr c T . E 'I�P�RVCas S SJ�Ccr CE_ A 1 _rJO >c d �ECOa ->9RY Tm6A7NtCQ7 0= 'D"A. 3. 71.1_E M..1_l(I at�u __SVtrCiCE R Si_�ti4CO S�Il4L... rc Al, 74 AF THif I►ti,PEYLI/tOz.S $u&FF4cros. LM.Pl• r u;iZ!?4X0 4c�D�!17Ld5F�iA�(. 15,(Q2o5�,12.SooE: 1j8�120 _ +. _ }[SLat�G''ff6.4 I +_�5 a Su2�A.eF Aaca =_f oc�sF > X24s� I , i SNIPES -DYE ASSOCIATES Civil Engineers & Land Surveyors 8348 Center Drive Ste. G LA MESA, CALIFORNIA 91942 -2910 (619) 697 -9234 FAX (619) 460 -2033 IMP z - V646'r! TEO Sv10.LE SHEET NO CALCULATED DATE 1 0 h e' l( o CHECKED BY DATE . Al CALCLSLATE TREAT"EJT FLOW ?- OptooGH VEC,EToTEO SufALE Q= C t d C= O. 57 r = 0. Z I A = 0.8(P (r#1 CLQDES O=C:SITE Q , (0.5 -7 ) (0.4)(O. &1&) : 0.10 c S CuECK RETewrto" -rime OF TRAVEL. F4R -mr-ATMS,.LT LENGTH of SWALE = 130' L% 4o' >=Of, _rIXWATHC�LT C*_C. (Cof4WWk-riVr) Try. E = LE4cwT ( VEL. U- `to' V= 0.14 {'Ps (SEE ATTAcAE D CAIG.) T_ 90 jp , 04 = (c4 3 s: c . = I o.-7 H „� 2__[G..[w,,,l ✓ o k S\dALt. StZE +S #.VC -0 sTr I•-A P S - VCC.ETPTLO SVJA..E GALCULpTE 71ZIEAT MEAT FLOu( TyRDJGL; VEGETATED Sv ASE Q= C.1A C =0.620 T:� O.Z, A =C.ZI AC Q. (6.l0o)(O.Z)(c.2t) ; 0.03 cFs CNEcv LCETEaTicri rime of TrA\/EL. Fog T2EkTMEkir LEui6 -ry of 4v.LALE = (60' L:> 4o' Fog TREATtAcLiT CAL,C (caw45ERv'ATtvE) r LL4.c,-r61 /Vv.. L= 9o' V. 007--Ps. (See .._A rr0k C.qEo CA.L.C. -r= 90 /o.07 = I, 2 6(. sec. = 21. 4 MrA i to_tsw_ ✓o k SWALE SIZE 1S �77E.Q,_:ATE 4-10TE, IMP \ r-1joTtE7-E+AT,04 1S Si ZED -ro Ac--r 1*s A SECo "DARY - MCA,TNrLrQ,r 4F nMA 3 , mmxl,w�i iswsrc, xisi mmei Problem Descriptions: VELOCITY OF VEGETATED SWALE IMP 2 xxxx rr+ rexxrxrx: rxrrxrxxxxxxxxrrrrxrxxrrxrrxrrrr rr.xrrrrrr rrrxxxrrrerrrxrxrrx » »CHANNEL INPUT INFORMATION« « -- -------------------- ----------------------------------------------------- CHANNEL Z1(HORIZONTAL /VERTICAL) = 2.00 Z2(HORIZONTAL /VERTICAL) = 2.00 BASEWIDTH(FEET) - 5.00 CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.010000 UNIFORM FLOW(CFS) = 0.10 MANNINGS FRICTION FACTOR = 0.2500 ---------- NORMAL- DEPTH FLOW INFORMATION: ------- ---------- --- — -- ---------------------------- --- — -- - ----- -- ------- >>>>> NORMAL DEPTH(FEET) 0.13 FLOW TOP- WIDTH(FEET) = 5.53 FLOW AREA(SQUARE FEET) = 0.69 HYDRAULIC DEPTH(FEET) = 0.13 FLOW AVERAGE VELOCITY(FEET /SEC.) . 0.14 UNIFORM FROUDE NUMBER = 0.072 PRESSURE + MOMENTUM(POUNDS) = 2.82 AVERAGED VELOCITY HEAD(FEET) 0.000 SPECIFIC ENERGY(FEET) 0.132 • ..............:____•°______________________________--------------------- ------------------------ CRITICAL -DEPTH FLOW INFORMATION: ----------------- ----- ---- -------- ----- ------ --- — --- ---- ----- --- -- - - -- — - -- CRITICAL FLOW TOP- WIDTH(FEET) = 5.09 CRITICAL FLOW AREA(SQUARE FEET) = 0.11 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.02 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.88 CRITICAL DEPTH(FEET) = 0.02 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.25 AVERAGED CRITICAL FLOW VELOCITY HEAD (FEET) = 0.012 CRITICAL FLOW SPECIFIC ENERGY(FEET) 0.035 Problem Descriptions: VELOCITY OF VEGETATED SWALE IMP 3 + r+++++ rr:+++ rrrr+ rr++ xr+► rrrrrrrrxxxxrrrrrrrrxrrrrrrrrrrr +►rrrr ++xrx + +xrxxx >>>>CHANNEL INPUT INFORMATION «« ------------ --- ---- ---- --- --- --- -- -- - -- CHANNEL Z1(HORIZONTAL /VERTICAL) - --- — --------------- - - --- 2.00 Z2(HORIZONTAL /VERTICAL) = 2.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.010000 UNIFORM FLOW(CFS) = 0.03 MANNINGS FRICTION FACTOR = 0.2500 NORMAL -DEPTH FLOW INFORMATION: _____________ - ----------------- — ------------------------- — — ----------------------- -- — >>>>> NORMAL DEPTH(FEET) = 0.04 FLOW TOP- WIDTH(FEET) = 10.16 FLOW AREA(SQUARE FEET) = 0.40 HYDRAULIC DEPTH(FEET) = 0.04 FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.07 UNIFORM FROUDE NUMBER = 0.066 PRESSURE + MOMENTUM(POUNDS) = 0.51 AVERAGED VELOCITY HEAD(FEET) = 0.000 SPECIFIC ENERGY(FEET) = 0.040 ------------------------------------------------------------------------ ---------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: ---------------------- -------------- ----------------- — — --------------- ---- CRITICAL FLOW TOP- WIDTH(FEET) = 10.02 CRITICAL FLOW AREA(SQUARE FEET) = 0.06 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.01 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.50 CRITICAL DEPTH(FEET) = 0.01 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.04 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.004 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.010 Vegetated Swale TC -30 Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and /or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales ui southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about io inches /yr, the vegetation did not require additional irrigation_ One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages ■ If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. Design Considerations • Tributary Area • Area Required in Slope ■ Water Availability Targeted Constituents 0 Sediment 2 Nutrients • 0 Trash • 0 Metals 0 Bacteria • 0 Oil and Crease 0 Organics Legend (Removal Effectiveness) • Low ■ High ♦ Medium A January 2003 Callfornia Stormwater BMP Handbook 1 of 13 New Development and Redevelopment www. cabmphandbooks.com TC -30 Vegetated Swale ■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations ■ Can be difficult to avoid channelization. • May not be appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. • A thick vegetative cover is needed for these practices to function properly. • They are impractical in areas with steep topography. • They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. • In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properh maintained than other treatment BMPs. Design and Sizing Guidelines • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that the water level does not exceed 2 /3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. • Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook )anuary 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 Com&uction/Inapection Considerations • Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. • Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. • If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the Swale or strip. • Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the fast rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that cbeck dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the Swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial Swale that received runoff from a commercial parking lot. The project tracked a storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and t d) were reduced by approximately 50 percent. However, the Swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the Swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table i). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater 13I.11) Handbook 3 of 13 New Development and Redevelopment www. cabmphandbooks.com TC -30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study- TSS TP TN NO, Metals Bacteria Type altrans 2oo2 - 8 6- 66 83 -90 -33 dry scales ldbe e 1993 6'.8 4.5 - 31.4 42 -62 -100 grassed channel attle \letro and Washington Department of Ecolo^1- 199 2 60 45 - -25 2 -16 -25 grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 ^ ^ -9 - -25 46- 73 -25 rased channel Wang et al.. 1981 80 - - - 70-80 - dn' scale Dorman et al.. 1989 98 1S - 45 37-81 - _-Swale Harper. 1988 8- 83 84 80 88 -90 dry vale ercher et al.. 1983 99 99 99 99 99 dn, scale Harper. 1988. 81 1- 40 52 7-69 - vet ssvale Koon. 1995 6^ 39 - 9 -35 to 6 - cet swcale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dr}- swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm Swale soils. Siting Criteria The suitability of a Swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the wale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, N1dth slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection Criteria (NCTCOG. 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres ■ Availability of water during dry - periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry- periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater 8MP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 The topography of the site should permit the design of a channel with appropriate slope and cross - sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for Swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et a1, 1998); consequently, some flexibility in the design is warranted- Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least Io minutes. The maximum bottom width should not exceed in feet unless a dividing berm is provided. The depth of flow should not exceed 2 /3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than loo feet in length. 4) The width of the swale should be determined using Marines Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo -year storm if it is located `on- line." The side slopes should be no steeper than 3:1(R:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close- growing, water - resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated Swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick, if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: • Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. • Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in Swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. ■ Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and /or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 cost Construction Coat Little data is available to estimate the difference in cost between various swale designs. One studv (SWRPC,199i) estimated the construction cost of grassed channels at approximately $0.25 per ft=. This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per ft=, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks. com TC -30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Source (SE RPC, 1991) Note Mobilizationhlemobileation raters to the organization and planning involved in ralablishing a vegetative Swale ' Swale has a bottom width of 1.0 foot, a top width of 10 feet with 1 3 side slopes. and a 1,000 -loot length. ° Area cleared = (top width + 10 feet) x Swale length. Area grubbed = (top width x stale length). 'Volume excavated = (0.67 x top width swale depth) x swale length (parabolic cross - section) ' Area filled = (top width + 8(swale depth') x swale Length (parabolic cross - section). 3(top width) 'Area seeded = area cleared x 0.5 ' Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Unit Cost Total Cost Low Moderate Hlgh Low Moderate Hfgh Component Unit Extent Mobilization/ Swale 1 $107 $274 $441 $107 $274 $441 Demobilization-Light Site Preparatlm Clearing°. Acre 05 $2200 $3.800 $5400 $1,100 $1,900 $2.700 Grubbin¢ Ace 025 $3800 $5,200 $6.600 $950 $1,300 $1650 General ExcavatrorP Yd' 172 $210 $370 $530 $781 $1,376 $1,972 Level and Till- Yd' 1 210 $0 20 1 $035 $050 $242 1 $424 $805 Sites Development Salvaoed Topsoil Seed, and Mulch' Yd' 1 210 $040 $1.00 $1 60 $464 $1,210 $1,936 SOd3 Yd' 1210 $120 $2.40 $3.60 $1,452 $2,904 $4,356 Subtotal - - -- - -- $5,116 $9,386 $13,660 Contingencies Swale 1 25% 25% 2596 $1,279 $2,347 $3,415 Told sLaL.J. $11,135 $17,075 Source (SE RPC, 1991) Note Mobilizationhlemobileation raters to the organization and planning involved in ralablishing a vegetative Swale ' Swale has a bottom width of 1.0 foot, a top width of 10 feet with 1 3 side slopes. and a 1,000 -loot length. ° Area cleared = (top width + 10 feet) x Swale length. Area grubbed = (top width x stale length). 'Volume excavated = (0.67 x top width swale depth) x swale length (parabolic cross - section) ' Area filled = (top width + 8(swale depth') x swale Length (parabolic cross - section). 3(top width) 'Area seeded = area cleared x 0.5 ' Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 Table 3 Estimated Maintenance Costs fSEWRPC. 19911 lanuary 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com Swale Size (Depth and Top Width) Component Unit Cost 1.5 Foot Depth, One- 3 -Foot Depth. 3 -Foot Comment Fool Bottom Width, Bottom Width. 21 -Foot 10 -Foot Top Width Top Width Lawn Mowing $08511,000 It' / moving $0.1411 ineerfoot $0 21 Ili near foot Lawn maintenance arm =(lop width + 10 fe x length. Mow eight times per year General Lawn Caro $90011,000 ftb year $0 1811 lnaer fool $0.281linear foot Lawn maintenance arm = (lop width - 10 feet) x length Swale Deb ds and Utter $010 /linear foot I year $010111naerfool $0.1011inear foot - Removal Grass Reseeding with $0 30 1 yd' $0.01 ! linter foot $0 01 / linear foot Area rowgetatod equals 1 e Mulch and Fertilizer of lawn maintenance area per year Program Administration and $0151 linear That I year, $0.151 linear foot $0 15 f linear foot Inspect bur times per year Swale Inspection plus $251 inspect on Total -- $0.5$ l linear foot $0.751Inow foot lanuary 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. 11, pp. 1121 -1128. Brown, W., and T. Schueler.1997. The Economics of Stormwater BMPs in the Mid Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, II., by the Center for Watershed Protection, Ellicott City, MD. Colwell, Sbanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. i. FHWA /RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA- Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C_ Landon, and R. Massarelli. 1983. Grassy swales prove cost- effective for water pollution control. Public Works, 16: 53 -55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah /East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.Oakland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabm pha ndbooks. com Vegetated Swale TC -30 through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173 -182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R, and I McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379 -383. Seattle Metro and Washington Department of Ecology. 1992. Bioftltration Swale Performance: Recommendations and Design Considerations. Publication No. 687. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC).1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commi ion, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report a 832- F- 99-oo6 htt:// www. eoa.gov /owmn /mtb /vegswale.tmdf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R Horner. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA- WA- RD- 39-10. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and I Veenbuis.1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, T%. USGS Water Resources Investigations Report No. 87 -4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Bames, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA- 93 -R16. Virginia Transportation Research Council, Charlottesville, VA. Igformation Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Mammal. www.mde.state.md.us/ environment /wma /stormw-atermanual. AccessedMay22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117 -119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Bioffltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA USEPA 1993. Guidance Specking Management Measures for Sources ofNonpoint Pollution in Coastal Waters. EPA- 84o -B-92 -002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI).1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 PmvWa For jai ( m...eem.n ..f .wMk wnA CAn'L Jwni. r"MMMm. NOW L = Lapw of swY 1pwIdPwI no. Wanel 4a(I) (b) Ikmcn.wn nl.wsk �mp.onJmrni •ru Dy =Dspm MC tk aan Ifii 5s = Doromsb al scab atm� W =iap rtltli of cASCA a.m (fi• Ws = Dorom clam nl cMCA am ifi;• 2µ; . Ram W Ib ..W m vxtcsl cfianps in swab rJn sbpo ft January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment www.cabmphandt)ooks.com Encinitas Stormwater Manual Vegetated swales are shallow channels planted with grass, groundcover or other dense vegetation which are designed to treat stormwater through filtration and plant uptake. Treatment occurs as runoff flows through grass or other vegetation before exiting at the downstream end. Vegetated Swale also reduces the velocity of the runoff flowing through the Swale. Some infiltration into the underlying soil also occurs. ► DETAILS Vegetated swales shall be designed consistent with one of the attached figures. If check dams, filter media, and a subdtain system are incorporated into the design, the treatment could be considered an IMP design. Recommended detention times are on the order of 10 minutes. Determine the weighted runoff factor ( "C" factor) for the area tributary to the swale. The factors in Table 42 of the Encinitas Stormwater Manual may be used. Calculate the design flow by multiplying the weighted runoff factor times the tributary area times 0.2 inches of rainfall per hour. ► APPLICATIONS Best Uses • Commercial areas • Residential subdivisions • Roadways • Parking lots • Fit in setbacks, medians, and other landscaped areas • May be incorporated into site landscaping Lirnieatimss • Does not meet Hydromodification Management Plan requirements unless certain design elements are incorporated. Lawn or landscaped areas can be adapted to incorporate vegetated swales. Vegetated swales may work well in commercial or residential developments. Vegetated swales without check dams have a maximum allowable slope of 2.5 %. ► DESIGN CHECKLIST FOR VEGETATED SWALES ❑ The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The madmum bottom width should not exceed 10 feet unless a dividing berm is provided. ❑ The depth of flow should not exceed 2 /3rds the height of the grass at the peal: of the water quality design at,= intensity. ❑ The channel slope should not exceed 2.5% unless additional measures such as check dams are provided to reduce flow velocity and achieve the required 10 minutes travel /resident time. ❑ City approved reinforcement geoteztile shall be utilized if the vegetated sw2le's longitudinal slope exceeds 5% or the flow velocity is more than 8 feet per second. ❑ A design grass height of 6 inches a recommended. ❑ Regardless of the recommended detention time, the swale should be not less than 100 feet in length. ❑ Tbc width of the swale should be determined using Manning's Equation, at the peak of the design stone, using a Morning's n of 025. C -7 Encinitas Stormwater Manual O The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hvdraulic flows of the 100 -year storm if it is located "on- line." The side slopes should be no steeper than 3:1 (H:V). O Swales must be vegetated in order to provide adequate treatment of runoff. It is important to r+�ze water contact with vegetation and the soil surface. For general purposes, select fine, dose - growing, water - resistant grasses. O If possible, divert runoff (other than necessary irrigation) during the period of vegetation establishment. Where runoff diversion is not possible, cover graded and seeded Appendix C -7 page 2 Fncautas Stotmwater Afanual VEGETATED SWALE WITH UNDERDRAIN FOR USE IN WELL DRAINED SANDY SOIL — PER PLAN SWALE SHALL BE PLANTED WITH DEPTH ADEQUATE GROUNDCOVER OR TURF. PER PLAN PLANTS THAT ARE NOT PRONE TO BLOCKING THE DRAINAGE FLOW MAY I URF REINFORCEMENT MAI ALSO BE PLANTED ON SIDE SLOPES. IF APPLICABLE ut — l 3t4"CRUSHED ROCK "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 6" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE TO 2.5% UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION. C -7 Encinitas Stormwater Nfanual VEGETATED SWALE WITH UNDERDRAIN FOR USE IN CLAYEY SOILS WITH LOW PERMEABILITY "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 6" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE 10 2.5% UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION. C -7 PER PLAN SWALE SHALL BE PLANTED WITH DEPTH ADEQUATE GROUNDCOVER PRONE TO BLOCKING THE DRAINAGE FLOW MAY REINFORCEMENT ALSO BE PLANTED ON SIDE SLOPES, IF APPLICABLE 6" MIN. ENGINEERED SOIL \i.�i, \i. \i: °! 11 II �■ \y \ \j \ \j \ \ .�i. is \�_\��i\�� r, i. �, IY , ,�j /�j�j� 10" MIN. FILTER MEDIA: 3 PART CLEAN WASHED SAND 18"M N TO I PART 318" GRAVEL \ \ \ \ \ \r ♦ t�l• 1�. r. \ \ \ \ \\ 4"PERFORAFED PIPE CONNECTED TO DRAINAGE "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 6" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE 10 2.5% UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION. C -7 Encinitas Stotmwater Manual Bioretention F2KANU s - Bast s ■ Haas Commercial areas f • Residential subdivisions • Industrial developments 4 _ • Roadways z yr r s ■ Parking lots • Fit in setbacks, medians, and other landscaped .Lho oft k.*m1. tr_•tiittw•s� _�. areas Bioretentionfi *configured for ne>enrntvnly teg� Biotemn fanhes Advant"m tan-- gula,lunar, ortmdyanys*e a Can be any shape ■ Low maintenance Bioretention detains runoff in a surface reservoir, filters it through plant roots and a biologically active soil mix, and then infiltrates it into the • Can be landscaped ground. Where native soils are less permeable, an underdrain conveys treated runoff to storm drain or surface drainage. Umkn Ions ■ Require 4% of tributary Bioretention facilities can be configured in nearly any shape. When impervious square footage configured as linear swalas, they can convey high flows while percolating and treating lower flows. ,Typically requires 3-4 feet of head Bioretention facilities can be configured as in- ground or above - ground planter boxes, with the bottom open to allow infiltration to native soils underneath. If infiltration cannot be allowed, use the sizing factors and criteria for the Flow- Through Planter. ► CKMERu For development projects subject only to runoff treatment requirements, the following criteria apply: Parameter Criterion Soil mix depth 24 inches minimum Soil mix mimmum percolation rare i inches per hour minimum sustained (10 inches per hour initial ratc recommended) Soil mix surface area 0.04 times tributary impervious area (or equivalent) Surface reservoir depth 12 inches minimum; may be sloped to 4 inches where adjoining walkways. Underdram Required in Group "C" and "D" sods. Perforated pipe embedded in gravel ("Class 2 permeable" recommended), connected to storm drain or other accepted discharge point. Appendix C -3 page 1 I- DETAILS Encinitas Stormwater Manual Plan. On the surface, a bioretention facility should be one level, shallow basin —or a series of basins. As runoff enters each basin, it should flood and fill throughout before runoff overflows to the outlet or to the next downstream basin. This will help prevent movement of "- surface mulch and soil mix. In a linear Swale, check dams should be placed so that the lip of each dam is at least as high as the toe of the next upstream dam. A similar - principle applies to bioretention facilities built as terraced roadway shoulders. - Inlets. Paved areas draining to the facility should be graded, and inlets should be placed, so that runoff remains as sheet flow or as dispersed Un rhtk dam, fix tenor bvmhc wn t h" as possible. Curb cuts should be wide (12" is recommended) to avoid was mash Fx dogging with leaves or debris. Allow for a minimum reveal of 4 " -6" between the inlet and soil mix elevations to ensure turf or mulch buildup does not block the inlet. In addition, place an apron of stone or concrete, a foot square or larger, inside each inlet to prevent vegetation from growing up and blocking the inlet. Where runoff is collected in pipes or gutters and conveyed to the facility, protect the landscaping from high - velocity flows with energy - dissipating rocks. In larger installations, provide cobble -lined channels to better distribute flows throughout the facility. .a ,�7 sE^na. g Itmn�vr�erdrd degm derdiLs for b¢xemnuon faol¢v rcJers (src rcxt). Appendix C -3 page 2 Encinitas Stonnwater Manual Upturned pipe outlets can be used to dissipate energy when runoff is piped from roofs and upgradient paved areas. Soil mbc. The required soil mix is similar to a loamy sand. It must maintain a minimum percolation rate of 5" per hour throughout the life of the facility, and it must be suitable for maintaining plant life. Typically, on -site soils will not be suitable due to Clay content. Storage and drainage layer. "Class 2 permeable," Caltrans specification 68- 1.035, is recommended. Open - graded crushed rock, washed, may be used, but requires 4 " -6" washed pea gravel be substituted at the top of the crushed rock gravel layers. Do not use filter fabric to separate the soil mix from the gravel drainage layer or the gravel drainage layer from the native soil. Underdrains. No underdrain is required where native soils beneath the facility are Hydrologic Soil Group A or B. For treatment -only facilities where native soils are Group C or D, a perforated pipe must be bedded in the gravel layer and must terminate at a storm drain or other approved discharge point. Outlets. In treatment -only facilities, outlets must be set high enough to ensure the surface reservoir fills and the entire surface area of soil mix is flooded before the outlet elevation is reached. In swales, this can be achieved with appropriately placed check dams. The outlet should be designed to exclude floating mulch and debris. Vaults, utility boxes and light standards. It is best to locate utilities outside the bioretention facility —in adjacent walkways or in a separate area set aside for this purpose. If utility structures are to be placed within the facility, the locations should be anticipated and adjustments made to ensure the minimum bioretention surface area and volumes are achieved. Leaving the final locations to each individual utility can produce a haphazard, unaesthetic appearance and make the bioretention facility more difficult to maintain. Emergency overflew. The site grading plan should anticipate extreme events and potential clogging of the overflow and route emergency overflows safely. Trees. Bioretention areas can accommodate small or large trees. There is no need to subtract the area taken up by roots from the effective area of the facility. Extensive tree roots maintain soil permeability and help retain runoff. Normal maintenance of a bioretention facility should not affect tree lifespan. The bioretention facility can be integrated with a tree pit of the required depth and filled with structural soil. If a root barrier is used, it can be located to allow tree roots to spread throughout the bioretention facility while protecting adjacent pavement Locations and planting elevations should be selected to avoid blocking the facility's inlets and outlets. r sroevuR — snerN.p Banntp to STWCTUM/ �a �n - soa Biueumro fag eo^BMmd as a xL. Thc mot I optiwul. Appendix C -3 page 3 Encinitas Stormwater Manual ► APPLICATIONS Mufti- purpose landscaped areas. Bioretention facilities are easily adapted to serve multiple purposes. The loamy sand soil mix will support turf or a plant palette suitable to the location and a well- drained soil. Example landscape treatments: • Lawn with sloped transition to adjacent landscaping. • Swale in setback area • Swale in parking median • Lawn with hardscaped edge treatment • Decorative garden with formal or informal plantings • Traffic island with low- maintenance landscaping • Raised planter with seating • Bioretention on a terraced slope r. RtllIC1e111YJt1 bJLN UxItIF`IIIGI a5 a RSEWYI tIGY1fJVtT it , Th h•d..* 64, . i r"-1t e L i l,. Rixmeauxm h hry ttxifigumd and planmd ac a i / pixv at ResNlentlal subdvislons. Some subdivisions are designed to drain roofs and driveways to the streets (in the conventional manner) and then drain the streets to bioretention areas, with one bioretention area for each 1 to 6 lots, depending on subdivision layout and topography. If allowed by the local jurisdiction, bioretention areas can be placed an a separate, dedicated parcel with joint ownership. C Sloped sites. Bioretention facilities must be constructed as a basin, or v w / U ®II h series of basins, with the circumference of each basin set level. It may (�/ I be necessary to add curbs or low retaining walls. Rxt�m taoLN recaivmK or' T< evm vdmlual bn and mr s t m a Hach ,,al suWi,. Appendix C -3 page 4 Endnitas Stormwater Manual F— e r 4 LSIM Y f H.m unam tavlvy.m* d a. a micaµ nrdun. o� of w1birds m rhrr of twin. ehmmnnl dk raal u"cub aim ► DESIGN CHECKLIST FOR A BIORETENTION AREA ❑ Volume or depth of surface reservoir meets or cxceeds minimum ❑ 18" depth "loamy sand" soil mix with minimum long -term percolation rate of F /hour. ❑ Am of soil mix meets or exceeds minimum O Perforated pipe underdrain bedded in "Class 2 perm' with connection and sufficient head to storm drain or discharge point (except in "A" or "B" soils). ❑ No filter fabric. ❑ Underdrain has a dcanout port consisting of a vertical, rigid, non - perforated PVC pipe, with a minimum diameter of 6 inches and a watertight cap. ❑ Location and footprint of facility are shown on site plan and landscaping plan. ❑ Biorctcution area is designed as a basin (level edges) or a series of basins, and grading plan is consistent with these elevations. If facility is designed m a swale, check dams are set so the lip of each dam is at least as high as the toe of the next upstream dam. O Inlets are 12" wide, have 4 " -6' reveal and an apron or other provision to prevent blockage when vegetation grows in, and energy dissipation as needed. ❑ Overflow connected to a downstream storm drain or approved discharge point. ❑ Emergency spillage will be safely conveyed overland. ❑ Plantings are suitable to the climate and a well- drained soil. ❑ Irrigation system with connection to water supply. ❑ Vaults, utility boxes, and light standards are located outside the minimum soil mix surface area ❑ When excavating, avoid smearing of the soils on bottom and side slopes. M;n;m;zr compaction of native soils and "rip" soils if clayey and /or compacted. Protect the area from construction site mnoff. Appendix C -3 page 5 Encinitas Stocmwatet Manual BIORETENTION PLANTER STRIP FOR USE IN A PARKING LOT WITH WELL DRAINED SOIL T MIN -I RETENTION AREA SHALL BE / 2 " -3" 1 IARDWOOD MULCI I LEVEL AND DEPRESSED A 6" RAISED CURB MUST HAVE MINIMUM OF 3" FROM THE , M V WIDE CURB OPENINGS EVERY 5' SURROUNDING GRADE /- TO ALLOW WATER TO ENTER BASIN =u�ilTii u.�uRu =u 24" MIN. ENGINEERED SOIL' f mifflae3[L•uxN 6"- 314" CRUSHED ROCK" "BIORETENTION "ENGINEERED SOIL' LAYER SHALL BE MINIMUM 24" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. "'314" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE BASIN. THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED BASED ON ENCINITAS STORMWATER MANUAL CALCULATIONS. TYPICALLY, THE SURFACE AREA OF THE SIORETENTION BASIN IS 4% OF THE IMPERVIOUS AREA DRAINING TO IT. C -3 Pace 7 Encinitas StotmAvatet Nfanual BIORETENTION PLANTER STRIP FOR USE IN A PARKING LOT WITH WELL DRAINED SOIL . RETENTION AREA SHALL BE - 3' MIN - LEVEL AND DEPRESSED _ lluA A MAXIMUM OF 1" FROM THE \ SURROUNDING GRADE At I. I r 2 " -3" HARDWOOD MULCH PRECAST CONCRETE WHEEL STOP b1L= 11111 =111 p. i; IIpI_I:TruTrgt 24" MIN. ENGINEERED SOIL" 6 "X16" PCC FLUSH CURB 2"- 3/8" GRAVEL 6"- 3/4" CRUSHED ROCK " "BIORETENTION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 24" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 6% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20.30% COMPOST OR HARDWOOD MULCH, AND 20.30% TOPSOIL. "314" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE BASIN. THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED BASED ON ENCINITAS STORMWATER MANUAL CALCULATIONS. TYPICALLY, THE SURFACE AREA OF THE BIOREI EN I ION BASIN IS 4% OF THE IMPERVIOUS AREA DRAINING TO IT. — -- Appendix C-3 Page 8 MACKU40N AVE LEA essw eaunaaT sn easlN eplor++T — — PROJECT STOMWATER BEST 1 AAWAOHADE MACIIC:E9 O IW Rw) WAT I CI gy TEOwNCA1 PBCQT 8T 9 -l'B -0re AiSOCIPII.i pATm iffiJIdS CGLSCiE PAYAEJT O O y�'EfAT® SWNE ® M4T6xIAL5 STWAW O M AW iK'CEVMo� QAWJ U' Y4ACT[StI3TIC5 YE6ETAT ®/GQP53 SWAL[ (d.Fl O O WM O Cp�IGq. ?WT SPNITPGT SlVAl1 O MMLAYS Uli♦ECiIT CM'LCT®wiccrvlas SRPCES CATW BPSIN • O © GT[. �TICN ST4 II x.M %IM=CNCFf wreX ICN MAM HNY6B.CIT PLED QIA I.J J pIJy�IgM�4EJMIOI�RfJi � �e O fAT61 BASM STB LM 12 PRJ T 3CiF ixO 04AP a N1CS�ARD MPNA(iB.Cl� MAL 1C V 14 ® ff� y0 MANI?xy(t' Tp'yiM1BJ! 4414 WA em�xa�i,�x $9F- C I.x 1�fATm N Z o WARN. SCPLE � I' - 3C 0 Z z F U- U) z Z U z w 0 N O O m LL 0 N t m u i 9m1%5 U m n m ENGINEER OF WORK s 6DUxpIxFFA a wpm orOS,�x 1! 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Is s �$ A �E ..E 5nipem�Dye associates WATER QUALITY TECHNICAL REPC City of Encinitas Fire Station 618 Birmingham Drive Cardiff -by- the -Sea, CA 92007 a rrZID7 OR Ni1WO] IISII' Prepared By 5nipem -17ye Ammaciates civil engineers and /and surveyors 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 619/697 -9234, fax 619/460 -2033 EN0891 33o;190 010Z 5 Z 100 � A � Snipes -Dye associates WATER QUALITY TECHNICAL REPORT City of Encinitas Fire Station No. 2 618 Birmingham Drive Cardiff -by- the -Sea, CA 92007 DATED: October 20, 2010 Prepared By Snipes -Oye A55aclates civil engineers and land surveyors 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 619/697 -9234, fax 619/460 -2033 EN0891 s No 48156 '* gyp- 6130/12 Robert L. Bruckart, R.C.E. 48158 Ei TABLE OF CONTENTS Page I. Project Vicinity Map ............................................. ............................... 1 II. Project Description .............................................. ............................... 2 1. Project Location ................................................ ............................... 2 2. Project Description ....................................... ............................... 2 3. Existing Site Conditions ................................. ............................... 2 4. Current Land Use ......................................... ............................... 2 5. Watershed Contribution ................................. ............................... 2 6. Proposed Project Activities ............................. ............................... 3 III. Project Site Plan .................................................. ............................... IV. Pollutants and Conditions of Concern ...................... ............................... 4 1. Project Watershed ......................................... ............................... 4 2. Impaired Water Bodies Downstream ................. ............................... 4 3. Impacts of Project to Hydrologic Regime ............ ............................... 4 4. Pollutants of Concern ..................................... ............................... 4 5. Conditions of Concern .................................... ............................... 5 V. Storm Water Best Management Practices ................. ............................... 6 1. Site Design Best Management Practices ............. ............................... 6 2. Source Control Best Management Practices ......... ............................... 7 3. Structural Treatment Best Management Practices . ............................... 7 VI. Conclusion ........................................................... ............................... 8 VII. Integrated Management Practices (IMP) Sizing Table .. ............................... 9 APPENDIXES Appendix A - Project Drainage Study (current and proposed hydrology /hydraulic evaluation) Appendix B - Structural Treatment Sizing Calculations Structural Treatment Guidelines Appendix C — Site BMP Plan BMP Detail plan II. PROJECT DESCRIPTION 1. Project Location - The project is located at 618 Birmingham Drive, Cardiff -by- the -Sea, CA 92007 (Assessor's Parcel Number 260 - 317 -11). 2. Project Description - The project proposes the development of a 5,000 square foot single story community fire station building. The proposed fire station building will be constructed on an elevated pad graded along the easterly descending slope located along the southerly off ramp from Interstate 5 to Birmingham Drive. Site development for the fire station will include a driveway accessing to the northerly side of Birmingham Drive, site driveways, accessible and employee parking, and landscape areas. The project site is approximately 2.1 acres. Site grading will include the import of approximately 11,600 cubic yards of material and the construction of a terraced retaining wall along the westerly boundary. The terrace wall will vary in height up to twelve feet. The site pad is proposed to include expanded landscape area to allow for the incorporation of low impact development bio -swale and bioretention treatment of site stormwater. Additionally, low impact development standards are utilized with the use of pervious concrete. The project site is surrounded by Interstate 5 on the east and north, Birmingham Drive on the south and single family residential on the west. Commercial land use exists along the southerly side of Birmingham Drive. 3. Existing Site Conditions - The site is currently undeveloped consisting of sloping vegetated land. The dominate easterly descending slope varies in elevation from 220 to 185 elevation. Current site vegetation consists of non- native grasses, brush and isolated trees. The southerly off ramp from Interstate 5 to Birmingham Drive boundaries the site on the easterly side. The ramp development includes a manufactured slope, and concrete swale. Site drainage currently discharges in sheet and minor concentrated fashion to the Caltrans concrete swale. Drainage flows southerly within the developed Caltrans drainage system. 4. Current Land Use - The site is currently vacant. 5. Watershed Contribution - The site discharges drainage to the Caltrans drainage system developed along the westerly side of Interstate 5. The developed drainage system conveys drainage south, discharging to the San Elijo Lagoon, out letting to the Pacific Ocean. Proposed site drainage will flow to landscape areas where it will be directed to a vegetated swale and bioretention area for bio- treatment in accordance with site best management practices. Landscape areas will collect surface and discharged roof drains at catch basins. Catch basin flows will be conveyed in small diameter storm drains, concentrating at the northerly end of the vegetated swale and discharging through a larger storm drain to a proposed cleanout to be constructed over the existing Caltrans concrete swale. The vegetated swale will be sized to treat the 851h percentile intensity storm. Peak discharge from the site will be slightly decreased due to the routing of site drainage that increases the I peak flow time of concentration. The vegetated swale and bioretention will treat the site stormwater and act as a retention device to control the peak discharge from the site to the maximum extent practical. The proposed site drainage pattern and discharge to the developed Caltrans storm drain system is consistent with the current drainage discharge. A cleanout structure will be constructed at the point of discharge to control velocity, dissipate energy and control erosion. The current peak stormwater discharge from the site in the 10 year, six hour intensity storm is approximately 8.23 cubic feet per second. Peak discharge from the proposed developed condition in the identical intensity storm will be approximately 8.74 cubic feet per second. Peak site stormwater discharge will remain relatively the same in the developed condition. The project site is contributory to the Carlsbad Watershed and Escondido Creek Hydrologic Area 904.61. The Carlsbad Hydrologic Unit is approximately 210 square miles in area. The City of Encinitas is entirely located within the hydrologic unit. The population of the hydrologic unit is approximately 500,000 residence. This project represents less than 0.01 percent of the Carlsbad Watershed area. 6. Proposed Project Activities - The proposed project consists of the development of a community fire station. Activities associated with the operation of a fire station, housing of fire fighting and emergency equipment, maintenance of fire fighting equipment, maintenance of hoses, and the residential housing of fire fighting personnel are anticipated. Vehicular equipment maintenance or repair is not anticipated to be performed at the site. 3 IV. POLLUTANTS AND CONDITIONS OF CONCERN 1. Project Watershed - The project site is contributory to the Carlsbad Watershed and Escondido Creek Hydrologic Area 904.61. The project site discharges directly to a Caltrans maintained storm drainage system located along the westerly side of Interstate 5. The Caltrans storm drain system conveys the drainage southerly discharging to the San Elijo Lagoon 904.61. The Carlsbad Hydrologic Unit (904) consists of approximately 210 square miles extending easterly from the Pacific Ocean to the headwaters easterly of Lake Wohlford. The Cities of Carlsbad, San Marcos, Encinitas, Vista, Escondido, Solana Beach, and unincorporated areas of the County comprise the drainage basin. Several hydraulic areas of the watershed currently experience stormwater impairments. The site does discharge to the lower Escondido Creek at San Elijo Lagoon which is considered impaired. 2. Impaired Water Bodies Downstream of the Project - The site is located within the Escondido Creek (904.61) Hydrologic Area of the Carlsbad Hydrologic Unit (904), discharging stormwater runoff to the San Elijo Lagoon and Pacific Ocean. The San Elijo lagoon and Pacific Ocean shoreline at the Escondido Creek outlet of the lagoon are listed as impaired water bodies on the 2006 California 303(d) list published by the California Water Quality Control Board. The identified pollutants of concern for the San Elijo Lagoon are entropic, indicator bacteria, and sedimentationisiltation. Identified pollutants of concern for the Pacific Ocean shoreline is indicator bacteria located at the lagoon outlet. 3. Impacts of the Project to the Hydrologic Regime - The project proposes to develop currently undeveloped sloping land. The development of the site intercepts the existing slope drainage, routing the drainage through landscape and vegetated areas. The routing of the stormwater treats the water and detains the flow, maintaining the existing peak discharge rate from the site. The development will have a insignificant impact to the downstream hydrologic regime. 4. Pollutants of Concern - The City of Encinitas Storm Water Best Management Practices Manual, Applicability Checklist (Appendix A) identifies the proposed project as a "priority project" due to the proposed hillside development and industrial development greater than one acre. Additionally the development of over 5,000 square feet of impervious surface signifies a "priority project ". As a "priority project ", the site is subject to permanent stormwater best management practices. The project site requires the filing of a notice of intent to comply with the State of California permit for construction activities. A stormwater pollution prevention plan will be required for the construction phase of the project. Pollutants of concern associated with industrial development greater than 1 acre, hillside development, and impervious surface in excess of 5,000 square feet are identified in Table 1 in Section III.1.A of the City of Encinitas Storm Water Best Management Practices Manual. The anticipated pollutants of concern are: a. Sediments 4 b. Heavy Metals C. Organic Compounds d. Trash and Debris e. Oxygen Demanding Substances f. Oil and Grease g. Nutrients h. Pesticides The identified pollutants of concern will be controlled utilizing the following best management practices: a. Sediment - Site grading to reduce drainage conveyance gradients and reducing erosion is included in the proposed site design. Inclusion of terraced retaining walls and brow ditches and berms will reduce the potential for slope erosion and the generation of sediments. Direction of site drainage through vegetated swales will provide reduced velocity flows of stormwater, allowing sediments to settle out prior to being discharged from the site. b. Heavy Metals - Vehicle parking and driveway areas are potential sources of heavy metal contamination to stormwater. Parking areas and driveways will be swept regularly to collect and properly dispose of heavy metal debris. Where areas are washed down in lieu of sweeping, wash water shall be disposed of through the sanitary sewer system. c. Organic Compounds - Stormwater pollution from organic compounds is generally generated from the decomposition of vegetated matter. Site landscape will be maintained with all cut material removed from the site and disposed of properly. d. Trash and Debris - The project design proposes on -site covered trash enclosures to eliminate exposure to weather and the potential contamination of stormwater. Good housekeeping and site maintenance will further reduce the potential for degradation of the stormwater. e. Oxygen Demanding Substances - Landscape cuttings and clippings are a major source of organic oxygen demanding substances. Landscape maintenance will include the collection and disposal of all landscape materials offsite in an appropriate manner. f. Oil and Grease - The access drive and parking areas are the major source of oil and grease contaminants. Periodic scheduled maintenance of the parking area will reduce the potential for contamination. Sweeping and cleaning of all areas accessible to vehicles will be included with the site maintenance. Additionally, an emergency spill kit will be available onsite for cleanup of larger spills. 5 g. Nutrients - Landscape fertilizers are the primary source of nutrient stormwater contamination for this type of development project. Onsite landscape areas are limited to slope areas. Fertilizer use will be monitored and controlled in accordance with regulations and recommended usage. h. Pesticides - The use of pesticides for landscape maintenance and vermin control are potential sources of stormwater contamination. Pesticide use will be strictly controlled in accordance with local and State regulations and manufacturers' recommendations. 5. Conditions of Concern - The proposed development of the 2.1 acre hillside site will provide a reduction in the peak stormwater discharge due to the routing of existing sheet flow drainage through landscape and vegetated areas. The reduce peak discharge will have little effect on the downstream drainage. The project site represents less than 0.01 percent of the area included within the Carlsbad Hydrologic Unit. Site soils are classified as Corralitos loamy sand (0 to 15% slopes). The Corralitos series of soils consist of excessively drained, very deep loamy sands that formed in alluvium derived from marine sandstone. The soil complex is considered moderately erosive. The soil is considered to be of low porosity. Site development will consist of imported soils for the construction of the elevated pad. Imported soils shall consist of materials suitable for the construction of the graded pad and proposed structures. V. Storm Water Best Management Practices 1. Site Design Best Management Practices - The following considerations have been integrated into the site design to control post - development peak stormwater discharge rates and potential degradation of stormwater quality: a. Maintain Pre - Development Rainfall Runoff Characteristics - Developed site peak discharge rates have been reduced through the inclusion of stormwater routing and vegetated detention swales. b. Minimize Directly Connected Impervious Areas - Site drainage is directed through vegetated swales prior to discharge to the developed downstream drainage system. Vegetated swales improve water quality and reduce flow velocities increasing time of concentration and reducing peak discharge rates. c. Maximize Canopy Interception - Site landscape is designed to include native trees and shrubs, drought tolerant plants in pad, swale, and slope areas. d. Protect Slopes and Channels - Site grading includes swales and berms to direct drainage from slopes. Slopes will be landscaped with drought tolerant vegetation and stabilized for erosion. 2 2. Source Control Best Management Practices - The following considerations have been integrated into the site design to provide source control of potential site stormwater contaminants: a. Materials Storage - Hazardous materials storage is specifically excluded from the site. b. Trash Storage - Trash storage areas will be located within covered areas where stormwater will not have direct contact with potential contaminants. c. Efficient Irrigation System - Site irrigation systems will be designed to employ rain shutoff devices to prevent over watering during periods of precipitation. The irrigation system shall be designed to the specific water requirements of the site landscaping and include the use of flow reducers and pressure drop shutoff valves. d. Catch Basin Stenciling - Site storm drain catch basins and inlets shall have stenciling with prohibitive language to identify illegal dumping of pollutants into the storm drain system. e. Housekeeping and Maintenance - The site will be maintained in a clean condition. Site walks and access drives will be well maintained and cleaned on a periodic basis to insure that dirt, silt, debris, and potential pollutants from vehicles are collected and disposed of properly and not allowed to enter the stormwater system. 3. Structural Treatment Best Management Practices - The following considerations have been integrated into the site design to provide treatment of potential site stormwater contaminants: a. Vegetated Swale — Vegetated Swales will be utilized to treat stormwater runoff from the proposed impervious surfaces consisting of driveways, roofs, walkways and patio. Site drainage is directed to the landscape area located along the easterly side of the proposed building and conveyed through a vegetated swale prior to discharge to the site storm drain system. The swales are designed in accordance with the guidelines for vegetated swales (TC -30) outlined in the California Stormwater BMP Handbook, New Development and Redevelopment and the City of Encinitas Stormwater Manual- 2010. The swale consists of three separate treatment areas ranging between 100 and 180 feet in length. The base width of the swale will vary from 5 to 10 feet. The longitudinal slope of the flow channel will be approximately one percent. The swale is designed to treat the initial 85'h percentile storm intensity and convey the anticipated peak discharge of the 100 year storm event. Attached calculations indicate that the treatment flow velocity will be approximately 0.10 feet per second, providing a minimum of 16 minutes of treatment. 7 b. Bioretention Facility — A bioretention facility will be utilized to treat stormwater runoff from the proposed driveway. A catch basin will be modified to be used as a inlet to the bioretention facility. The modified catch basin will be located near the stormwater runoff outfall from the proposed driveway. The surface of the bioretention will be a vegetated swale. Stormwater runoff will be treated along the surface by the vegetated swale and will infiltrate to the bioretention for additional treatment prior to discharging to the underground stormdrain system. The bioretention facility is designed in accordance with guidelines for bioretention facilities outlined in the City of Encinitas Stormwater Manual- 2010. c. Pervious Pavements — Pervious concrete pavement will be utilized for a portion of the driveway and parking stalls. Appoximately 3,300 square feet of pervious concrete pavement will be installed at the northerly portion of the proposed driveway and parking area. The pervious concrete is designed in accordance with guidelines for pervious pavements outlined in the City of Encinitas Stormwater Manual- 2010. d. Maintenance - The project owner, the City of Encinitas, will be responsible for site conditions and maintenance of the proposed structural treatment best management practices. e. Construction Phase Best Management Practices - The proposed site development is considered a "high priority" project with respect to project grading and construction. The disturbance of an area greater than one acre requires compliance with the State of California General NPDES Permit for Storm Water Discharges Associated with Construction Activities and the City of Encinitas Storm Water Standards. A Storm Water Pollution Prevention Plan (SWPPP) and notice of intent to comply (NOI) will be required for construction of the project. VI. Conclusion Site design, source control, and structural treatment have been incorporated into the site design of the proposed project. Typical pollutants of concern have been identified and methods of management of these pollutants have been outlined. Structural treatment vegetated swales, bioretention, vegetated buffer strips, pervious concrete and enactment of good housekeeping and maintenance procedures will be effective best management practices for the control of potential site stormwater pollutants to the maximum extent practical. See integrated management practices (IMP) sizing table attached. INTEGRATED MANAGEMENT PRACTICES (IMP) SIZING PROJECT NAME: Encinitas Fire Station No. 2 PROJECT LOCATION: 618 Birmingham Drive. Cardiff -By -The sca APN 260.317 -I1 PROJECT AREA: 93.797 S.F. MEAN ANNUAL PRECIPITATION AT PROJECT SITE: 10 inrhn SOIL TYPE: Corrtiltos Loamy Sand. Hydrologic Group A TABLE: SURFACE TYPE OR STRUCTURE RUNOFF FACTOR AREA OF SURFACE TYPE SF) RUNOFF FACTOR X AREA(SF) TREATMENT DESIGN FLOW(CFS ) TREATMENT (CFS) DMA 1 CONCRETE 1.0 15,555 15,555 0.07 ROOF 1.0 65 65 0,00 LANDSCAPE 0.1 4,390 439 0.002 TOTAL 20,010 16,059 0.07 IMP 1 VEGETATED SWALE 1,600 0.07 BIORETENTION 1,600 0,07 DMA 2 CONCRETE 1.0 3,905 3,905 0.018 ROOF 1.0 440 440 0.002 LANDSCAPE 0.1 5,265 527 0.002 PREVIOUS CONCRETE 0.1 3,260 326 0.002 TOTAL 12,870 7,506 0.03 IMP 2 VEGETATED SWALE 3,250 0.10 DMA 3 ROOF 1.0 2,500 2,500 0.01 LANDSCAPE 0.1 3,735 374 0.002 TOTAL 6,235 2,874 0.01 IMP 3 VEGETATED SWALE 2,820 0.03 TABLE CONT.: 10 SURFACE TYPE OR STRUCTURE RUNOFF FACTOR AREA OF SURFACE TYPE(SF) RUNOFF FACTOR AREA (SF) TREATMENT DESIGN FLOW(CFS) TREATMENT (CFS) DMA ROOF 1.0 1,150 1,150 0.005 LANDSCAPE 0.1 325 33 0.00 TOTAL 1,475 1,183 0.01 IMP 4 VEGETATED BUFFER STRIP 820 0.01 DMA 5 CONCRETE 1.0 260 260 0.001 ROOF 1.0 440 440 0.002 TOTAL 700 700 0.003 IMP 5 VEGETATED BUFFER STRIP 560 1 0.003 DMA 6 ROOF 1.0 820 820 0.004 IMP 6 VEGETATED BUFFER STRIP 520 DMA 7 ROOF 1.0 980 980 0.005 LANDSCAPE 0.1 570 57 0.00 TOTAL 1,550 1,037 0.01 IMP 7 VEGETATED BUFFER STRIP 1,080 0.01 STA 1 LANDSCAPE 1,700 STA 2 LANDSCAPE 37,787 SITE TOTAL 93,797 10 SECTION A Snipes -Dye associates DRAINAGE REPORT for CITY OF ENCINITAS FIRE STATION NO. 2 08-116 DR /CDP DWG No. 10417 -G Dated: October 20, 2010 Prepared By Snipes -Oye Associates civil enyineecs and /and surveyors 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 (619) 697 -9234, Fax (619) 460 -2033 EN0891 VROFEaq p y9`�c I ¢ No. 48158 9 m E'P.6/30/12 S �.� Robert L. Brucka C.E. 48158 The following hydrology and hydraulic calculations were prepared for the development of the City of Encinitas Fire Station No. 2 located on Birmingham Drive westerly of the south bound off ramp from Interstate 5. The site address is 618 Birmingham Dr., Cardiff -by- the -Sea, CA 92007. The project consists of the development of a neighborhood fire station on an existing undeveloped 2.1 acre parcel of land (assessor parcel 260- 317 -11). The current site is undeveloped consisting of sloping terrain vegetated with native and non - native vegetation. The site slopes from elevation 220 to 185 from the west to the east. Current site drainage consists of sheet and concentrated flows from slopes collected in a concrete ditch along the freeway ramp, flowing southerly within the Caltrans right - of -way. The site accepts surface drainage from the residential developed properties located westerly of the site. Proposed site development intercepts the natural slope sheet flow. Site drainage collects the surface drainage, conveying it to site catch basins and discharging to a proposed cleanout structure to be constructed over the existing concrete ditch located within the Caltrans right -of -way. Site drainage is routed through landscape and vegetated swales, bioretention facility to detain and treat the surface water prior to discharging to the storm drain system. The hydrology calculations were prepared in accordance with the County of San Diego Hydrology Manual utilizing the Rational Method for small drainage basins. Calculations include peak discharges for both current and developed site conditions. Peak discharge calculations for the 2 year, 10 year, and 100 year, six hour storm events are included. Utilizing the County of San Diego Hydrology Manual run -off coefficients based upon the percentage of impervious area and hydrologic soil Group D was determined for each basin for both the current and proposed site conditions yields no change in the peak discharge rate in the developed condition. The current conditions produce a peak discharge of 8.23 cubic feet per second in the 10 year, six hour event, while the developed conditions generate a 8.74 cubic feet per second discharge in a similar event. The peak discharge rate will remain relatively the same in the developed condition. SITE PEAK DRAINAGE DISCHARGE SUMMARY Storm Event 12 Year 110 Year 100 Year Existing Conditions cfs 4.92 18.23 13.38 Developed Conditions (cfs ) 15.15 18.74 13.97 HYDROLOGIC METHODOLOGY AND CRITERIA Methodology: Hydrology for this study used a computerized version of the Rational Method prepared by Advanced Engineering Software (AES). The computerized Rational Method program is a computer -aided design program where the user develops a node -link model of watershed. This program can estimate conduit sizes to accommodate design storm discharges. The node -link model is developed by creating independent node -link models of individual interior watersheds and linking them together at various confluence points. The program allows up to five streams to be confluenced at any one time. Stream entries for the confluence must be made sequentially until all streams are entered. The program has the capability of performing calculations for 15 hydrologic processes. These processes are assigned code numbers, which appear in the printed results. The code numbers and their meanings are as follows: 1. CONFLUENCE analysis at node 2. INITIAL subarea analysis 3. PIPEFLOW traveltime (COMPUTER - Estimated Pipesize) 4. PIPEFLOW traveltime (USER- Specified Pipesize) 5. TRAPEZOIDAL channel traveltime 6. STREET -FLOW analysis 7. USER - SPECIFIED information at node 8. ADDITION of subarea runoff to mainline 9. V -GUTTER flow through subarea 10. COPY Main -Stream data onto a memory bank 11. CONFLUENCE a memory BANK with the Main -Stream memory 12. CLEAR a memory BANK 13. CLEAR the Main - Stream memory 14. COPY a memory BANK onto the Main- Stream memory 15. DEFINE a memory BANK San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3 -I RUNOFF COEFFICIENTS FOR URBAN AREAS Sou . NRCS Elements County Elements %IMPER A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0' 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU /A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU /A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU /A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU /A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU /A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU /A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU /A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU /A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU /A or less 80 0.76 0.77 0.78 0.79 Commercial/industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial /Industrial (O.P. Com) Office Professional /Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial General 1. General Industrial 95 0.87 0.87 U.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1 2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU /A - dwelling units per acre NRCS = National Resources Conservation Service 3 -6 County of San Diego Hydrology Manual FF!� it v Rainfall Lsopluvials A •3 Y ' 2 Year RaI62H Event - 24 Hours Pt4� L-I TI lay -WGIS t G T OwN E s 3 0 3 MR" # *xx #t +at +rr +affrrtrx *xx *x tat+ tttra+ rtrrarrxrxa *xx +xx *a +t +* +at + +t + * + +t + * *r *t RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 # +rtar +a +aa * # * * * *ar + *aarrr DESCRIPTION OF STUDY xr +r ** *ftffftfrf♦rrr # * # * #* • BASIN A a • 2YR RATIONAL METHOD - SSISTING CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 *f # * *t +arfirf rr rtrffxxak * **aaaiatax +tr#rrrrtat rff ►r+xa # #ik * * *krt ** *asst #r4 FILE NAME: EN0802EA.DAT TIME/DATE OF STUDY: 15:06 10/20/2010 ----------------------- ---- -- --- ----------- --- - - - - -- ---------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----- ------- ------------------------ --------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6 -HOUR DURATION PRECIPITATION (INCHES) - 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) +SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* rr+ rrtrerrrrxrxxrxxxxrrxrrr+ tr rr+ rrrrrrrrtt+ tttatrttrattrt +xxt +rttr +rrt :rrxr FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«c<c *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) - 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.6, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17 xxxxttttrx +t +r : +xxrr + + + + +rrrrrrrrrrr rrrrxrxtrxxxxxxxxxxxwxxrxrwxxxxxrx +ttttt FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< » » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.159 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.68 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 6.81 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 0.94 AREA- AVERAGE RUNOFF COEFFICIENT - 0.570 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CPS) - 1.07 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) 1.95 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. ttrr +rf #ff tuff+ tt# x## x+ rrw###### w++# t+++ aa+ tttariffrtrt :rrrr :r #itrrr +t +r +rf FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ------------------------ ------- - ------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------------------- -- -------- ---- ---------- - - - - - -- - - ------------ ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) 186.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. + +t +ttr # #rx+f ttf wf wwwwa# itxix### xxxx+ w++ t+ t#+ +a + +at +a +ta +at +tir +t # +r +tr ++ + ++ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 7.30 RAINFALL INTENSITY(INCH /HR) = 2.06 TOTAL STREAM AREA(ACRES) - 0.87 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.07 trtt►tttrr•r #xtwwrrwt +t +ta ittrtr #trr : +rfrff t# rttirttrtrttt + #rrrrrtr #t # +# # + #+ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE - 21 ----------------------------------------- ------------------------------- - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED MBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.$, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.15 x++ x+ x+ wxxtwttatttt►+ tr+ w+►►►►► t+ x►► xxxxxxrx+ w + +wwxxxtwxttttttwttt + +xtwtt + ++ FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE . 51 >->>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.66 AVERAGE FLOW DEPTH(FEET) 0.02 TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 7.29 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.94 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 385.00 FEET. arrrrrraa+++ r++ aa+ aar+ aaaatrtxar+++ aar: ara+ r+ rrr : +r +arra + + +ar + + +a +ar +r +r + +rr FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 7.29 RAINFALL INTENSITY(INCH /HR) = 2.07 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 1.07 7.30 2.065 0.87 2 1.06 7.29 2.067 0.90 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 2.13 7.29 2.067 2 2.13 7.30 2.065 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.13 Tc(MIN.) = 7.30 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 490.00 FEET. raaaxraxrx+ rrrrawx+ rxarr+ raaaxa+ rwawewwwx ►ar +www•ww :wwx►►axa►rxxa•wa rax►xaaa FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 41 ------------------------------------ ------ ---------- ------ ----- - - -- - -- - - --- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 186.00 DOWNSTREAM(FEET) 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.15 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) 7.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. f* iii### Y## YY# Y# t#* Y## Y# Rfk** tkR*# fkxxkRkR* k! ! # *f!t *liltkt*#t * * *xt *! *tt *it *! FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE - 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- -------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH /HR) = 2.00 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 i* irl irit+## Yf ff!* tRl iff *xix * #Ak*x * *xAkxtit + # + + + #t ++ +aria ++ + + ++4lY#YiR**x*ii FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 - --- - ----- -------- ----------------------- - -- ----------- --- --- - --- -------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 4.811 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREMACRES) 0.11 TOTAL RUNOFF(CFS) = 0.17 #i * + #rrt # # *f tfxtYt* Rf**** k+ ix ix**#* fr+x ift ftr ! #*ttxr* *f *r * * +YrtrtY* *RRrtRRxxRR* FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE = 51 ----------------------------- ------------------------------- ----- - -------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.968 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 3.05 TC(MIN.) = 7.86 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.18 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 1.30 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.37 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ------- -------------- - ----- - - ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.86 RAINFALL INTENSITY(INCH /HR) = 1.97 TOTAL STREAM AREA(ACRES) = 1.16 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.30 fttrir!!** kxk+ ktk*♦ rl ttfl kR* * # **!*ikRxRti *i #lRtR * #RR *k * ++Rf **lxf iffiff4lR *Rf FLOW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE = 21 - ---- - ------ -- -- ---- - --------- ------------------ - ----------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 4.987 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) 0.14 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.14 * #li+ tiff* ! * *rftRt* *ii*f!R * * * # #l4ff # *if!l flit * * * * * * +fff ♦tiifff *** # * *f * +iff*t FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE = 51 »»> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 223.00 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING -S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.007 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.74 AVERAGE FLOW DEPTH(FEET) 0.02 TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 7.62 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.01 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAR FLOW RATE(CFS) 1.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET /SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. * * * * #ttii4 # #ti #44 #t #Rii ## fro+ 4i++x xx### iit* i# #t4 ## # # #* #4# # # ** #44xx4 # ##iixxi4 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.62 RAINFALL INTENSITY(INCH /HR) = 2.01 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.11 rx +xrrt +r * +rr *rr *r +rrrrrrxxxf x4x+ rrxx x+ xxxiw+ xxrrri +xx+xtxtxxxrx•xxwrx►xxxxt FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE = 21 s» >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBRREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.566 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 tt +xr +rtr + + +r+ ++ rat++x+ trrrr+ rrrrr+ tr+ xx+ tttrxttttxtttttttxxxxxtxtxxt +wxr + *+ FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE - 61 -- ----------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED)<<<<< ----------------------- ----------------------------------------------------- UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLAW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.16 2 YEAR RAINFALL INTENSITY(INCH /HOUR) - 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. #!*!* RR* tRRR * *# *ttttt# # ## # # ##k #k # * # #44* iiit# t #iitttt #4ltttitt!!!! #fR1R! *f!f! FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER -(CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.13 7.64 2.004 1.77 2 1.30 7.86 1.968 1.16 3 1.11 7.62 2.007 0.97 4 0.55 4.16 2.635 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 3.47 4.16 2.635 2 4.92 7.62 2.007 3 4.92 7.64 2.004 4 4.89 7.86 1.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.92 Tc(MIN.) = 7.64 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. --------------- ------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 7.64 PEAR FLOW RATB(CFS) = 4.92 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 * <tt + +flr # ##!r # + # + + +tr +Yr+ DESCRIPTION OF STUDY +t +rr #ltrtl +lrttttt4tttttt • BASIN A • 2YR RATIONAL METHOD - POST- DSVNLOFXDM CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 FILE NAME: EN0802PA.DAT TIME/DATE OF STUDY: 15:29 10/20/2010 -- — ------------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* + x+ xx++ xxxxxx+ x+ x+ xxxxxxrxxxxrrrrrrrrxxwwrwwwwrrwxrxrx +r + + + + +w + +xxx+xxxxxxxx FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE = 21 ----------------- -- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.674 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.18 + rw+ x+ xrrrr+ rrrxrxxxrx+ r+ rrrr+ r+ r+++++++ r++r w + + + + + +xr + + + + + + + + + + +rrr + + + +rw + ++ FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.50 DOWNSTREAM(FEET) = 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR - 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) - 2.504 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.66 AVERAGE FLAW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 5.41 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) 0.91 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET /SEC.) 5.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 250.00 FEET. k* x*#*** R** R****** k********r *R * *t * * *t *k *! * *k * *xR•R! ►kRifRif ►f !f * *WWftR #tftW* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 41 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.08 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 5.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. w+ r+++ frt rrxrr+: rr+ r+ txarrrt+ t+ ta+ t +t +rrr + * +rarx +t +Wawaaa+ *w +f *ttf tiff rttfft FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.60 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) = 0.76 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.08 triWtffitlf xfff# ttf *W *Wf!! * * *R *xRt # #r *ixk # *f! #f iff tlRf! ♦f * #fl Rf if ►ifffiff ifR FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.06 fwfw :fwwwxx *Rx * *R *tRfttRtRt tf +tf + + + + + + + + +r + +t * + * *ifr * *tt x• + +*rwxaw +* #fxiwr*+ FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE - 41 --------- - - --------------------------------------------------------------- !* WARNING: Computed Flowrate is leas than 0.1 cfa, Routing Algorithm is UNAVAILABLE. fxxfwwwwwwr +tra + +wraara +ra + +f trrtrfttwrrrrrrtrrrra + + + +r + +rfxa +fwrtftx +xxwx +w FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ----- - --- - --- - ------ -- - --- - ------ --------------- ----------------- - - ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 TC(MIN.) = 2.60 wwa+ t+ tr+++ t+ wwr +ax +atrrrfr++xxtxwxx +wat + +rt+ rat + + +rtrr +trrrerfrrrrrfffwwwxf FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 41 -- - ----- - ------- -------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.21 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.11 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 2.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 73.00 FEET. wxxxxxww + + +trr rt txrr +rff rfwwxwrwwwwxt+++ t+ trftrw +ttrrrff ► f turf trtttww +rwrtt FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE . 81 ------ ------ ----------------- -- ----- ------------------------------- - ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.19 TC(MIN.) = 2.85 ** R* RiYY* iR *t *k *RkRR * * # * * * * * # * * # *tRfk #k * ** Rik * # *fflrf ♦f tf *! *** *!fxlYtYY4YYfY FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< > >>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.64 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.38 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 158.00 FEET. xxxx*********** x** x** Rx+ r+ rt+* rrr++ r++ r+ rrtrrrr * * * * *t + +tt *x * * * + + + + *x +xxrxxxx FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESc<<<< ---------------------------------------------------------------------------- --------------------------- -- ---- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.38 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.08 5.60 2.450 0.76 2 0.19 3.38 2.635 0.11 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 0.84 3.38 2.635 2 1.26 5.60 2.450 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.26 Tc(MIN.) = 5.60 TOTAL AREA(ACRES) = 0.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. l + + +a + + +tr +rrrt tta#*+ w*++##** rtt!!:! lrrrrrarrr +wr * + + * *wwrxrwtxlrrrrtt +twrax! FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 41 -- ------------ -- - ------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ______________ ELEVATION DATA: UPSTREAM(FEET) = 204.20 DOWNSTREAM(FEET) 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.67 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 1.26 PIPE TRAVEL TIME(MIN.) = 0.20 TO MIN.) = 5.79 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. +#t++ rt+ wt+##+++++#++x++++#++* wwwawrx! lawaa++ +t + + +tx # #a+ + #xw *xrttx ## ## #!r *tf FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 --- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.79 RAINFALL INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 xk!!!! ltrrar* r+#++ f +.tltf * #twt4 +rra * # * + * * * * *kxttk t!!! #!rlrfrwrf rrk #lxkx * * #ttt FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 --------------------------------- ------ -- ---- ------ -- -- ------ - ---- --- -- - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------------------ -- ---- ----------- --------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 221.40 DOWNSTREAM ELEVATION(FEET) = 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.097 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10. %, IS USED IN TC CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.602 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.19 r rkiR# itia faa# w* Rr***## k# iR *kRRRkxkxRxRxx *xfkfxRffaafttf xffaxtf if r + + + + + +i+ ++ FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ------------------------------------------------------------- ------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 205.60 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.19 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.15 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = - ------- - - - - -- -------------- = 199.00 125.00 FEET. +++ r++ r+ r +rr+a +aittttt #+r +r + + +t +attrai+ Tait+ rtt •ftxrrat +xR +r + + +r + *t +t + + +rt ++ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.15 - RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 0.15 PEAR FLOW RATE(CFS) AT CONFLUENCE = 0.19 x* ttRwRwRRRRxRRRR** RR* w* Rr# w** wxRwRRrrraa** w* w * *Rwxxkw *R *xkx *wxarrktxxxwrx *x FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 224.00 DOWNSTREAM ELEVATION(FEET) = 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.104 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.18 rrfxxxxr+ xxsxtixxtrx+ r++ x+#* ra#*# r+* arxtr+ atttra + + *r +t *ttrrirttttiaattrtrrtt FLOW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE = 51 --- - ----- - - - ------- - ---------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< ' >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = 0.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.181 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.18 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 3.60 TC(MIN.) = 6.70 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.67 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. st+ r+ rrrfrrrrxxx* rrrxxxxxtrxxxx* x+**** a* aatrt * *t *a +aaixtrirtxraxtxrarr :rr +r+ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 --------------------- - --------------- - - - - - ----- --- -- -- ----------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.70 RAINFALL INTENSITY(INCH /HR) = 2.18 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ♦* + *tttttt#ittir +rr +ra lrtt* xkR #xxx * + *ftart * *ttrt * # #xrlRrrtfi r # #tixttrrt * * # # ## FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE - 21 -------- - ---------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.913 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.09 l trRtRx+ kRkRxR• Rtf!!! ttl 4xl t!l+ trti ititi iii tr iiiif4 +4 #44k4 #4R +4k4ktr * * * *R * *+ FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE - 81 --------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.913 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5129 SUBAREA AREA(ACRES) _ 0.12 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) 0.21 TC(MIN.) = 8.21 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------- ----------------------- ----- --- - --------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 1.91 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.26 5.79 2.396 0.87 2 0.19 5.15 2.586 0.15 3 0.82 6.70 2.181 0.50 4 0.21 8.21 1.913 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 2.11 5.15 2.586 2 2.29 5.79 2.396 3 2.29 6.70 2.181 4 2.07 8.21 1.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.29 Tc(MIN.) = 6.70 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. + +ffttftr +st + +rrr + ++ + + +rfrrrrr srr++ r++ s+ rstrs #t + + # +rrtr + + + +rrrtrtrsrr # + +t + +t FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.21 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.29 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ### r############### rtrr#+# t#+###+ t## ttttttsr# #s # # # # # # # # # #tt + # # # #+rf # # #trf # ## FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE - 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< # +r #r # #rrr # #wsr +r +t +rrrrrffwwf wwwwrf wf wwffftrf ttfferrsr +r +ffff + + + + + + + # # + + +t+ FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- #USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.96, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17 w#* wwrrrxx# xwx* xwfftf* tf* xxxxfft+ rr+ rtrrsrrr# rsrrrtttr # : #rft #w # #wwf * *x *fxxtx FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 220.00 DOWNSTREAM(FEET) = 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0383 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR - 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.880 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) - 1.25 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) - 8.44 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 0.72 AREA- AVERAGE RUNOFF COEFFICIENT - 0.518 TOTAL AREA(ACRES) = 0.86 PEAR FLOW RATE(CFS) = 0.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET /SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. xxxxxrxxxxxxxxxx* fftx* fxxxxxtff tffff+ ttff+ rrr +t +ixxxx +xrrxx *s + # # +r # : # #if +xx+ FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 8.44 RAINFALL INTENSITY(INCH /HR) = 1.88 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84 * t# it# ffikfi*# w#* t###### t#+##*******###* * # * *fk *w *k * * *f *iffftffffrtrff ►f ►tlrt FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE - 21 ------------------------------------- ---------------------- --- - ----- - --- - - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.613 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.09 r+++++++++++ rrrrrrr+ r++ r+ rr+++« x++++ r+++ r+++ rr +xxxx+r +r + + + + + + + + + + +rxk« « « « + ++ FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 41 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------------- ------ ------------------------- 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.613 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA - AVERAGE RUNOFF COEFFICIENT = 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20 TC(MIN.) = 5.06 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.06 RAINFALL INTENSITY(INCH /HR) = 2.61 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.84 8.44 1.880 0.86 2 0.20 5.06 2.613 0.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMEER (CPS) (MIN.) (INCH /HOUR) 1 0.70 5.06 2.613 2 0.98 8.44 1.880 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.9B Tc(MIN.) = 8.44 TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. r# r# ttkt##*# tt*+ t+ i**# i* toRts+ tt4## 4# 4# 44 #4 * *tt # * *tlfik *tt!ltkf!!fflrf tti +tt FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 41 ------- ----- ------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------------------ -------- --- ----________-------------------- -------- _- ELEVATION DATA: UPSTREAM(FEET) 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.01 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 __ ------------------- - -------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.98 9.49 1.743 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.29 6.80 2.161 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.99 6.80 2.161 2 2.83 9.49 1.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.99 Tc(MIN.) = 6.80 TOTAL AREA(ACRES) = 2.70 * R!** xRRkk** Rxx * *fk *4 * * *Rt *RR *R * * * * *R * *kRR! *xf tffft if 4ftttlffff tf lffff lfftfr FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 197.70 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) - 107.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.26 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 2.99 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. a+ w+ rtt++ rt• rrrrrr+ trrrr + ►xrrrrrrrrrrrrxrrr ► ► ►►r ►fftt ►r ►•t►• +t► ►ra ►aaa ►aefft FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.138 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) = 3.65 TC(MIN.) = 6.91 +++++ trtrt► rtw+ rrr► wwtwrw+ r+ r++++ r+++++++++++ a + +wttar +wrt + + +wtt +r :trrtrr +t ++ FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <c< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.91 RAINFALL INTENSITY(INCH /HR) = 2.14 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65 rw +rrr :r +trt :rrrrrtrrr +r ► ► ►a +rf rrerrtrttwrrttrrwrrrwrrrrwrwrxw +rwrrrwrrrxrr +. FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) - 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.x, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< »» >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)a« << ELEVATION DATA: UPSTREAM(FEET) 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.207 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.68 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 6.58 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.88 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 1.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET /SEC.) = 4.34 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 575.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.58 RAINFALL INTENSITY(INCH /HR) = 2.21 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------------------------------- ------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.653 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.28 FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE 61 --------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< --------------------------------------------- -- --------- ----- --------------- UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 4.35 2 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.635 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 0.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 5.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) 176.32 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.43 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 16.00 = 380.00 FEET. ! ftl trtl ftt+• ff++++ i+ t+ i+l rr # ## ###kk * * # * * * # *x #kkRxRRxttfttf ti + * + + +r#!! #! #a #* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 -----------------" ----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 4.43 RAINFALL INTENSITY(INCH /HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 3.65 6.91 2.138 2.96 2 1.00 6.58 2.207 0.86 3 0.66 4.43 2.635 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.67 4.43 2.635 2 5.02 6.58 2.207 3 5.15 6.91 2.138 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.15 Tc(MIN.) 6.91 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.91 PEAK FLOW RATE(CPS) 5.15 END OF RATIONAL METHOD ANALYSIS YtI County of San Diegit Hydrology Manual IN Fit 1111ftillim Rainfall Isopluvials elaail d 10 Year Rainfall Event - 6 Houn ?(Om I.& 1.1 DPW GIS SariGIS N G. UE� 3 0 3 Miles f4*# 4 * * * * * * * #k *i *kRRR *R # * * * * * * *RRkRf RR!lRRf44Rlfl4flx *iiii#f 44k #*4i # * * *+t4 *# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 R ++ + + + + + ++ + + + + ++ + * + + + + ++ +# DESCRIPTION OF STUDY #r4 + +xx +++ + + + + + ++ +444 + + +a+ • BASIN A + • 10YR RATIONAL METHOD - EXISTING CONDITION + • EN0892 ENCINITAS FIRE STATION 10/20/10 + +• i+++++** ix++ ri++ i4ri++++ 4+ t+ rtri+ t+ 44r4fr4t + :4k44 + +a ++ + ++ + # + *f# *!#rfftl4 FILE NAME: EN0810EA.DAT TIME/DATE OF STUDY: 15:38 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018 /0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint . 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* + +tta :rftrxrrr rrrrxxfxrxrwwwww+ rwww+ rr+ rr+ tr+ tatrwwxtwrxwtwtaatttw + +tt +wttr+ FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE - 21 ---------------------------- -- --- - ---------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10. %, IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.26 rwrrrrrerxrxrxxwxfwwwwrr+ wrrtrwtr++ a+ a +at +f :xffftarf rftfrfrxfrrtfrrr +tat + +r+ FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE - 51 »»> COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 6.54 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 1.54 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 1.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. t* 4tRk*** k* kRR* tk* tt*** Rti4ktt* tt!# tYti4kl f*# ##t #t # ## #t# # *ti ## #t *lriiR *4t * *t FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) = 186.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.94 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 6.96 RAINFALL INTENSITY(INCH /HR) = 3.41 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE - 21 ----- -- ------------ ------- - - - -- -- ------ - - -------------------------- - ---- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------------------------------ ------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) . 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.$, IS USED IN TC CALCULATIONI 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) - 0.10 TOTAL RUNOFF(CFS) 0.24 r + +rrrrrr + + +x xxxxrr+ t+ rrrt+ tx++ t+++ rtr++ xxxrrr + + + +r + + +rr + +t +xxxxr + + +r + +ttt++ FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE = 51 ___ ____ ___ ______ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< ____- - - - -__ >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< «< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.408 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.88 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.53 TC(MIN.) = 6.95 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.55 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.42 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 385.00 FEET. ++++++++ rxxxxt + + + + #r +rrtt +ff # + +wr +w +xxf txxxx+ # # +t +trxtttt #wwww #rw► ► ►► ► ►►trt• FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE 1 __-------- - ------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<c<< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.95 RAINFALL INTENSITY(INCH /HR) = 3.41 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.76 6.96 3.407 0.87 2 1.75 6.95 3.408 0.90 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 3.51 6.95 3.408 2 3.51 6.96 3.407 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.51 Tc(MIN.) = 6.96 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 490.00 FEET. ►# t##+ rrrrfrw+ t + + +t +rt + + #wxwxwrwxx ► ►• ►xx #rr + +f +f txtt + # # +w #wx +r ►x ►►t ►trtrtwrr FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 ------- ------- - --------------- ----------------------- - ----- - ----------- -- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 186.00 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.51 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. • xraaraxxarraar +rrr #r +tfta # +rtarrxa ax :aarat # #rrr +rr + +r #xrrrxrrxrxr r: rxr +rrxr FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 1.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 r ara: rrraaraaartrr+ rr++++ r++ rr+ xxxxt axxrrrxrrrrerrxrtrrtrr +rxrxrxaaaarrr :a +a #a FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) - 0.11 TOTAL RUNOFF(CFS) = 0.26 ## xtxr## xttrt# x# a# rx## xr# r+ raxx# r# xxtxxxaxrrxrxrrrrrtrtrrrrrrrrrr :a :rrrrtatttt# FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE = 51 ----- - ------- - ------------------- ------------------------------- - - ------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.320 *USER SPECIFIED(SUBARKA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) - 2.33 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) - 2.43 Tc(MIN.) = 7.24 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.99 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) 2.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 2.86 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------------------- ------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH /HR) = 3.32 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CPS) AT CONFLUENCE = 2.20 + t++ t++ aa+ aa++ aa*+ a+t* a+ r***+ aa+******** t+ aat a +aaa +aa * +aaaa +a + + +r + + +a +rar +tt FLOW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE = 21 -------- - ------------- ------------------------------- --- - -- - ----- ------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.987 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 6.22 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.22 FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE = 51 ---------------------------------- --------- ---------------------- --------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 223.00 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.461 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.54 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 6.79 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.74 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET /SEC.) = 2.65 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. txrxxxxxx+ xa+ ta+ aa+ aa+ a+ a+ tttxatrrt++ r+++ rrrrtxrrrt +trrrxtr + + + + + + + + + + + +xarrr FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ------------------------------------ ----- --------------- ----------- - ----- -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 3.46 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 txtttxxxxrxxxrxa aa++ aaaaa++ tr+ txttttxt+ ttrrrrttr +rr +rtr +trrrrtrr + + +rt +rr +rxt FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE = 21 --------------- -- — -- - --- ------ -- ------------------------------- — ---- - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------- ---------- ----------------- -------------- 'USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 225.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.566 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.41 rrr+++++ rr++++++ x++++ x+ xxxxx+ xxxxxxxrr++++ x++ + + +++ +x + + + + + ++ + + + + ++ + + + ++xx ++ ++ FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE = 61 --- ------------- — - — --- --- -------------- ---- — - — - --- — -------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT +FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.16 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH +VELOCITY(FT +FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. ++ a++ ax+++ xaxxxxxxxxxxxxxxxxx: axrrrarxrxxxrx+ aaa + +xx +xxxxxxxxxxx +x : +xxarr +xr FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>> >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.26 PEAR FLOW RATE(CFS) AT CONFLUENCE = 0.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CPS) (MIN.) 1 3.51 7.26 2 2.20 7.24 3 1.91 6.79 4 0.88 4.16 INTENSITY AREA (INCH /HOUR) (ACRE) 3.315 1.77 3.320 1.16 3.461 0.97 4.216 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. xx PEAR FLOW RATE TABLE xx STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 6.08 4.16 4.216 2 8.06 6.79 3.461 3 8.23 7.24 3.320 4 8.22 7.26 3.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.23 Tc(MIN.) = 7.24 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. ----------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 7.24 PEAR FLOW RATE(CFS) 8.23 --------------------------------------- --------------- ------- END OF RATIONAL METHOD ANALYSIS ittrrr+ arrrrrwrrrrrrrrw+ rt+ trww+ wrwrr+ wrrrrrr +rr+taarttt +rrrta + + +a #r + + +ttwwa RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 aaaa +aa +rrttr :a +t +trrtr :rr DESCRIPTION OF STUDY * :t +r +ttrr :r• :aaaaaaaaaaaa • HASIN A • 10YR RATIONAL METHOD - POST - DEVELOPMENT CONDITION • ENO892 ENCINITAS FIRE STATION 10/20/10 a tr+ t+ arr rrr+ ra+ t++ trrrr+ atrrtarwrrr+ wwarrraraarrrrrrrrrwaarrtttrtrrrtrtta FILE NAME: ENO81OPA.DAT TIME /DATE OF STUDY: 15:45 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------- --------------------- ---------- -- --------- --------- — 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018 /0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* + riratr+ rrr+ rt tt+ tarrrrrrrrtrwrw# ww# www# ww# tt ttrr + + + + + + +atrtwr +i #wxxwww #wwww FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE = 21 ______--__- - ___ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------- --- ---------------- ------------ *USER SPECIFIED(SUBAREAK USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) - 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.874 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.29 t+ start+ r## wwxwxwr# xxxrwrr# wwwexwtr+ er+ e+ rirrrt #wa +rt # #tf #rr + #wtwr # +trtrrrrr FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ____________ ______________________________ ELEVATION DATA: UPSTREAM(FEET) 224.50 DOWNSTREAM(FEET) _ 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR - 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.040 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.36 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 5.34 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.47 AREA - AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET /SEC.) = 6.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 250.00 FEET. *tti *4Rit+ #4 + + # # #xxRRkRltxatf Rlfttfxitttf i# tot * }k *►► ► ►f ►!!• ►ifff # ►► ►fk * * * * #* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.60 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.75 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. * xxxxxxxxfl frrarrratta++#++# r+ a# arrxRxRRxxxx► xrrrrttRi # + + + + +ax *xttflr ►rr *frf FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.51 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 # :#ratlttf #ttr#tttata tar * * **aaRtlt}t4flririt +txxrf a }#R #x * *! #tk► ►fffitita #►a! FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 --------- -------------------- ----------- - ---------------------------------- >>>>>R.ATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------------------- -------------- ----------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.09 t+ r+++t at+ r++ r++ atrataiax* Rx* xtr► R !!!lfrfrtrftt *tii*r *a #xxxRl ► ►rf affrrrrtf ri FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE - 41 ------------------------- - - --- - ------------------ ------------------------- ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. r# r# r+ rt+ ratix** xl r++ r*++ krafati* xRrrrl ri+ kxriiwxxrrrrirrrxir +t *xxrxrrrr + + +t FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA - AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.17 TC(MIN.) = 2.60 iii***** Rtxxii## x4f* tx** x** x* txtriii* R*# ka k#x R4R *tii4 # #fa * * * * *lxRrR #4RRt * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.52 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 2.81 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 = 73.00 FEET. a* a*# tkxxkkt* ikii4xtt*t ita* a* x* kRkxxktiiikk * #at4 * **Rktktlitr4Rk4 *tf xRRx4lrft FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------'---------------- _______________________________ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.30 TC(MIN.) = 2.81 FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.99 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.30 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 3.29 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 158.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 3.29 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 1.75 5.51 3.962 0.76 2 0.30 3.29 4.216 0.11 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 1.34 3.29 4.216 2 2.03 5.51 3.962 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.03 Tc(MIN.) = 5.51 TOTAL AREA(ACRES) = 0.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. ara4araaaaa* a} ararra+ Y# aaaaar+ t+:+: t+ rrrYrtt4 xrt4 } +x*a + } * # }a *a +x * *x * *x * * #xx* FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 204.20 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.77 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.03 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 5.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 435.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ------------------------- ----- -- --- -------- - - - --------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE44 «< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.68 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0.87 PEAR FLAW RATE(CFS) AT CONFLUENCE = 2.03 Rk* f*## ikk*#* t##** k##***#***** x*** kRR***##'*## tk4t # # # *ktit4t *44 #*#a ♦ #i ** * # +Yt FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 221.40 DOWNSTREAM ELEVATION(FEET) = 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.097 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.8', 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.164 SUBAREA RUNOFF(CFS) - 0.31 IS USED IN Tc CALCULATION! TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.31 r# itrtil rt x lxt * #fa + + # +tt * # * * * *x *tffrf ♦ +fff rl t +t # # + * * *x * *x * *xxffftrr #rttttlr# FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE = 41 --------------- ----------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) 205.60 DOWNSTREAM(FEET) 199.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.42 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = 125.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------------------------------- ----- ------------ -------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.14 RAINFALL INTENSITY(INCH /HR) = 4.14 TOTAL STREAM AREA(ACRES) - 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.31 ii## ii#* ti* ff***** fNx* xfxR* xff!!***! tl rfffff i4 # *t * *tk * ** ## *fr4rrlftttf# # # #kt FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 --- --- - ------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 224.00 DOWNSTREAM ELEVATION(FEET) = 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.104 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.28 14it##tt# Yt# 4**** R1f# RR1RttY#* i*## t4t##tt+ f4* * *tfffY +4 *fiitt#tttt* * *R * *tYf ** FLOW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE = 51 -- ------- --- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ____________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = 0.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.697 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.02 TC(MIN.) - 6.13 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.14 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) - 0.50 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.04 FLOW VELOCITY(FEET /SEC.) - 1.53 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. rlrf►rrlrrr►rrf rrrrrir :rrlr #4 # # #RRR *R *RRRr: Ira * + + + + ++ + + + + ++ + + *x #x ++ +*+ * * ++ ++ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ------ --- - -- -- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.13 RAINFALL INTENSITY(INCH /HR) = 3.70 TOTAL STREAM AREA(ACRES) = 0.50 - PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 * * * * * * * * * # # #x #iRf lffraarrarr#•+4# t# r##+*# Rrr# rrrtrrr ■r1r#i4t4t +aaa *kxRRkRi#t FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE = 21 ---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.061 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) 0.15 rilftt +tt + + +ittf if tfrif+ffki rift* fttlttttt t + + * + + * *fi * * * * * * * * *ttltlff!!if lttf FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE = 51 -------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 208.30 DOWNSTREAM(FEET) = 207.15 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.400 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.53 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 11.98 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.14 AREA- AVERAGE RUNOFF COEFFICIENT - 0.513 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 14.00 = 190.00 FEET. # #ftf #t #t *t*f iftt##!## t# 4## ff4#f#*** i*** t#* R *Rk *R * *lktRfftff!!4!!flrkff!lf tf FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 -------------------------- "'------------------ ---- - ---------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<a«< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.03 5.68 2 0.31 5.14 3 1.38 6.13 4 0.26 11.98 INTENSITY AREA (INCH /HOUR) (ACRE) 3.884 0.87 4.141 0.15 3.697 0.50 2.400 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. tf PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.48 5.14 4.141 2 3.72 5.68 3.884 3 3.72 6.13 3.697 4 2.59 11.98 2.400 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CPS) = 3.72 W MIN.) = 6.13 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. ** x* x* x** x*+*+*+ x** xx*+**+**+** x**+ t** x* t* tx# x *x * * *x * * *t #!!4 #!rr! # +r!lr + +4rr FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 --------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.16 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 3.72 PIPE TRAVEL TIME(MIN.) = 0.09 TOMIN.) = 6.21 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. fts#4k #f tiatiaat lxk4 +a ♦4 +4f +4f + # * * *k *a *wi *wf tal44 #!rtlrtf tfff++4 +a4 *# * # #* * *# FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE - 10 -------- -- ------ - ------------- _- ------ ----------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< t xxwwr+ xxwr+!!!l rrsiiat f+ ir++ t4t++ x++t++ tt+• to # +wt *w + + + +artt ++ +r +rlrraaraaas FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE - 21 ------------- ------------------------------- ---------------------_-------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.s, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.26 a +rr +srrt +iiriia +at+ Ora+ t+ 4#+++++ 4t# aa+ i##** wtxwwxwxwxxa •ta +al+lrrtra +sri +ra FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE = 51 ------------------- ----- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) _ 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0383 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.175 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.50 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 7.76 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.21 AREA- AVERAGE RUNOFF COEFFICIENT - 0.518 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. rraarrrr rr+ r++++ aat+ a+ wawwwwaawa► ax►► x►►►►► rw +rraaatrttxwwwwrwwtta ►►rrr +rr ++ FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 7.76 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 rrrrr► rrrwr+ r+++++ tarrrraa++ awaawaxaararax► rarrra :rrrra # +ratartrxr ► ►► ► ►rrrrr FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE . 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------------------- ------------------------------ *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.181 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) _ 0.06 TOTAL RUNOFF(CFS) 0.14 twww +a rarxawwxtxaaaararararrr+ rraata+ a+ r: aarrraxearr ►rrrrrarrrrwatttxawaaxaw FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 41 --------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 208.00 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.84 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) . 5.77 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 175.00 FEET. +++++++ rtt aaa+ a+ ata+ aarrwxwwaaxwaaxawararrrtrrrrrrrr +rraaaktata +rxaxa►rer + +t FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE . 81 ------------ - ------ - ------- ---------------- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.844 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) 0.16 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.29 TC(MIN.) = 5.77 +++ x+ xxxxtxtrxr++++ t++ rr++ t+ rxxxatrtrrttr++ rr +rre +xxtrr +r + + + + ++ +rrrxrtxatrrt FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.77 RAINFALL INTENSITY(INCH /HR) = 3.84 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 1.41 7.76 3.175 0.86 2 0.29 5.77 3.844 0.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 1.34 5.77 3.844 2 1.65 7.76 3.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.65 Tc(MIN.) = 7.76 TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. xaar+ rrtt+ ttr+ rr++++ rrrra raxrxrxxxxxrrxrrratrx +at +attrr +xxxxxxrtt + + +xr +r +rrr FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 41 ----- ---------- ------ -- -- - >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.80 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.90 TC(MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. xxxxrxxrxxxxx of r+ ar+: rrrrrrrrrrataitatt++t++ txx *txtar rtraaarritf ittt :aaa + +tt FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE 11 ------ -------- - ---------- -------------- ------- - - --- -- ------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.65 8.67 2.957 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 3.72 6.21 3.664 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.91 6.21 3.664 2 4.65 8.67 2.957 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.91 Tc(MIN.) = 6.21 TOTAL AREA(ACRES) = 2.70 x+ atit*+ x*t##x taax*****++*# xk* xkxtxaRatta+ r* t * * * +ixt * * * * + * * * * *x * * *f *txaa+aat FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE . 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 197.70 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.53 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 4.91 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.32 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 822.00 FEET. + iiaiix+ aitti:a taxrrr + + + + + + + +t *x +t *xxxxxxxxrarrrfrrr rrrtrtirt araaatxktx *xx ** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.626 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) = 6.19 TC(MIN.) = 6.32 t wt*** ww* xwwawaa# rrr+ wx#+ t# 4+#+ wwxw* wxrt R* w# arrr +r #a + +rr *rxw * *xiw #r +rrr +rr #i FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------- - - -------------- ------------ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.32 RAINFALL INTENSITY(INCH /HR) = 3.63 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE = 21 __ - -- - ------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.x, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.22 * wwwxr* xxxxw* i* x*### rr# tr++ rrr* rrR# t+ rrw* w* xwRxxaaarrr +r +ww + +rr +wrr +rwxR►aaa FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 ------------- ------- »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR - 0.020 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.634 *USER SPECIFIED(SUSAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.25 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 6.29 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.46 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 1.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.14 FLOW VELOCITY(FEET /SEC.) = 5.14 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 575.00 FEET. trrtrr + +t + +ta +rrt +r +•t+t + +ta +t +t+ tat +aa + +t +ata +aa +tar +atata +ataaattttraatta+ FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.29 RAINFALL INTENSITY(INCH /HR) = 3.63 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.64 + r+ rr++ a+ a+ rrr+ trrt+ trrrrarr+ r+ r+ rrrrrrrtrrtrrrtrtr +rrtrrr :rrrrrrrrrtr +rrt +r FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.653 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45 + +rrr +rrrwr rr ttrt++ trr++++ t: t+ r+++ r+++ tr+ r +rrwrrrrr + +ww +rwwwwwwwfffrrffff wff FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE = 61 ---- ------------------------------- - - ----- - ------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< --------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) - 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 4.35 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 1.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) 1.50 FLOW VELOCITY(FEET /SEC.) = 5.70 DEPTH*VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. t+ art++ trarrarrararrrrtarrrrr : +r +rrrrrrw +rr wxxxxwxwwwxrrrrrrrwr + + + + + +aaaaarr FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 199.00 DOWNSTREAM(FEET) 176.32 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.42 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 16.00 = 380.00 FEET. r+ tt+ rrrrrrrr+ rrarr+ rrr +rrrrrrrr +rrrrrrr + +rttt + +tttaa +tat + +tt +ttaaaatraar #rr FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ----------- ------------------------------- " --------------------" ---------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 4.42 RAINFALL INTENSITY(INCH /HR) - 4.22 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.19 6.32 3.626 2 1.64 6.29 3.634 3 1.06 4.42 4.216 RAINFALL INTENSITY AND TIME OF CONCENTRA7 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.54 4.42 4.216 2 8.72 6.29 3.634 3 8.74 6.32 3.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.74 Tc(MIN.) _ TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE AREA (ACRE) 2.96 0.86 0.34 RATIO 6.32 16.00 = 822.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.32 PEAR FLOW RATE(CFS) 8.74 ------------------------=---=-=-------===---- ----------------- ------ ---- - - -- --=================-------==-=------------------------------=------=-------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 #aa *1 #a * * + + + *+ + + + + +1r1111! DESCRIPTION OF STUDY * + + # #r1f 1x11 ++ + + +1 * + ++ + +++ • BASIN A + • 100YR RATIONAL METHOD - EXISTING CONDITION • EN0892 ENCINITAS FIRE STATION 10/20/10 rrrr+ Rtrrt+ t+ rrt++## i+ ai# t### rf# r* 1f1lit+ rlttltt + #1 # # ##f + + + +tf +ltlrrrrrtrf FILE NAME: EN0893EA.DAT TIME/DATE OF STUDY: 11:41 10/20/2010 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) - 100.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) - 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIRE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* + +flee rrr+ r+ xr+ +tt +tr +rf # #frf * # +x *xx * + +tffrirf rrr +xxirfarr + # * # * #x *xrrrf trrr# FLOW PROCESS FROM NODE 1.00 TO NODE 20.00 IS CODE = 21 ---- ---------------------------- --- - --- - -------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------'-------------------- ------___________--------______ *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.$, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.41 +++ t+*t* it# rt### x# t** x* f*# xxf #t1rYr +rrYrxii * +rk #f * * # * # *1f x *tif4tt4 ++#+ #iitii FLOW PROCESS FROM NODE 20.00 TO NODE 2.00 IS CODE - 51 -------------- -----' - - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >- > >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.1042 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR - 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.756 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.31 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) - 6.16 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.49 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) 2.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 = 340.00 FEET. rr + +r + +rr + + + + + +rt + +rr +r+ rrrr +rr +rrr +rr + +rr +t + +rr + +ti +ir +rrt starrrtr +r *r +tktk FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 190.00 DOWNSTREAM(FEET) = 186.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.84 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 490.00 FEET. + rrrtrrr*++* r: trt+ rrt* trrrttrttrtt +r +rrr +rr *t #rtrrt +r +rr +rtr *rr :rrrr +trtrrrr FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 6.53 RAINFALL INTENSITY(INCH /HR) = 5.55 TOTAL STREAM AREA(ACRES) - 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE - 21 ------------------- - ----- -- ---- ---- ---- ----- - -- - ------ ------ - - ------ - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) - 100.00 UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.6, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38 ++++++ r+ t++ ttx+ trrrttrtrrtrtrra+ xrxxxxrrxxrt+ xrr + ++ +x + + + + + +rr + +tr +rrttt +rrxr FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE = 51 ------ --- ---------- — — --- — — --- --- --------- -- — ------------------------- >>>>> COMPUTE TRAPEZOIDAL CHANNEL FLOW «<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< --------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) - 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 285.00 CHANNEL SLOPE = 0.1018 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.562 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 6.50 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.54 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 385.00 FEET. w* tf# w#* t# wrrrrw: xxw* xw#*# lwww*#! x#*w wwlxx## r !!! *!!rr!•lrrfrrrrrrrr :rrffrrrr FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE 1 __________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.50 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.85 6.53 5.546 0.87 2 2.85 6.50 5.562 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 5.69 6.50 5.562 2 5.70 6.53 5.546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.70 Tc(MIN.) = 6.53 TOTAL AREA(ACRES) = 1.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 490.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 176.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 24.0 INCH PIPE IS 5.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.89 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.70 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. rfa f+f +f #fttttrtttttttlttat # ##rtkf k # + #ati +k + +#r + +f t►f ►t►f a +tart k ► # ## # ++ +a +tt FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 -------------------------- -- -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 5.41 TOTAL STREAM AREA(ACRES) = 1.77 PEAR FLOW RATE(CFS) AT CONFLUENCE = 5.70 f+r rf tf rtrt+ rrrtttf++ ta++ a+### t+ r+#+ aaa++++++ ft + +rrt + +rttaat +t +t #ta # + + + + + +t+ FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 --------------- --- --- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------- ------ ------------ ---- - - - - --- *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.20 ELEVATION DIFFERENCE(FEET) = 7.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.811 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.41 af: rr:• att++ raratarr+ t#+++ aa+ atara+ t++ at+++++ f + + + + + + + +arr ++ + ++ + + ++ + +++ + +t + +a FLOW PROCESS FROM NODE 24.00 TO NODE 4.00 IS CODE - 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 224.20 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.1403 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.399 *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.84 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 6.81 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.23 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 1.16 PEAR FLOW RATE(CFS) = 3.57 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET /SEC.) = 3.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 4.00 = 440.00 FEET. ++ xa+ xxrxrrxxxxxxxx++++++++++ rx+ rr+ trrrxaxxaaxxxr + + + + + + ++ + + + + + + +rx + + + + +rr + ++ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.81 RAINFALL INTENSITY(INCH /HR) = 5.40 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.57 + r+r rrrrrrrtrx++ xxrirxx++ rrr+++++++ x++ r++++ rxrt +x + + +rxx + +xr +xt + +x +rtii + + + +tr FLOW PROCESS FROM NODE 5.00 TO NODE 25.00 IS CODE = 21 ---------' r» >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 230.00 DOWNSTREAM ELEVATION(FEET) = 223.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.987 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.34 + xxxxxxrxxxxx+ r+ t+++++ a++++ axxxrxxr+ rrr+ rrr+ xx +x +axi+r + + +aaaxr + +raaar ++ + + + ++ FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE = 51 - ------' >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 223.00 DOWNSTREAM(FEET) = 176.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.1691 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.523 *USER SPECIFIED (SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.89 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 6.57 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 2.77 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.97 PEAK FLOW RAT£(CFS) = 3.05 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET /SEC.) = 3.38 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 375.00 FEET. arras+++++ r +r + +r + +r +rr +arrrrrrrra +raraaaa+ rrr + + + + ++ + + + + + + + + + + + + + + + ++ + + + ++ ++ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.57 RAINFALL INTENSITY(INCH /HR) = 5.52 TOTAL STREAM AREA(ACRES) = 0.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 rrerrrrrr+ rrrrrrrrrxrrrrrr # #rrrrrrrxrrrrrrxrr #rrr #trrrrrx # +xr +x # #xx #xxxxxxx# FLOW PROCESS FROM NODE 6.00 TO NODE 26.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 222.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.566 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.63 FLOW PROCESS FROM NODE 26.00 TO NODE 4.00 IS CODE = 61 ----------- - ------- ---- ------------ - ------- -- — -- — ------ — --------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<c «< ___________________________________________ _______________________________ ___________________________________________ UPSTREAM ELEVATION(FEET) = 222.00 DOWNSTREAM ELEVATION(FEET) = 176.50 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 4.16 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC I1) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.805 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 375.00 FEET. + t++ a+ rt+ rt• rr+ rrr+ rt+++ rt+t att aat aaar+ rarrxx +xxxaxxffaff +fff +ft +rrxxrfrxttt FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 4.16 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.70 6.79 5.408 1.77 2 3.57 6.81 5.399 1.16 3 3.05 6.57 5.523 0.97 4 1.38 4.16 6.587 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 10.18 4.16 6.587 2 13.24 6.57 5.523 3 13.38 6.79 5.408 4 13.38 6.81 5.399 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.38 Tc(MIN.) = 6.79 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 660.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.79 PEAR FLOW RATE(CFS) 13.38 END OF RATIONAL METHOD ANALYSIS fkf* R* R** RfRRkk* RkRRkR* RfRRR* R* ffkflf* k++ tt+ tiRif4R fR *f4f# # ##i # # ##+t +i # + +R ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1305 Analysis prepared by: Snipes -Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942 -2910 Fax (619)460 -2033 Phone (619)697 -9234 DESCRIPTION OF STUDY t +t + + + +rt +t + +iti +♦ #t +Rfit+ * BASIN A + * 100 YR RATIONAL METHOD - POST - DEVELOPMENT CONDITION * EN0892 ENCINITAS FIRE STATION 10/20/10 FILE NAME: EN0893PA.DAT TIME /DATE OF STUDY: 14:16 10/20/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6 -HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* w++++++ t+# arr+ arra#+ akakttkrttwa+ a* ra++ fra* kkkkwwwwa + + + +a +rr +rt +t +t +a + + + #tra FLOW PROCESS FROM NODE 1.00 TO NODE 30.00 IS CODE = 21 ------------ - --- - - ------ - -------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 224.50 ELEVATION DIFFERENCE(FEET) = 7.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.874 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.45 ai #ti +fa #i ++ #a + +aaaf #t* tat *** ** #wk * * * * *kk*kftttta +faf ♦f trf witfatt #i + #ta # # #tk FLOW PROCESS FROM NODE 30.00 TO NODE 2.00 IS CODE = 51 --------- -- ----- ---- - - - --------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 224.50 DOWNSTREAM(FEET) = 216.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0533 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.363 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.23 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 5.28 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.32 AREA- AVERAGE RUNOFF COEFFICIENT = 0.570 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 2.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET /SEC.) = 7.17 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.00 250.00 FEET. ## irl f* Rt4f t4 # *ttRaRf *w *R * * * * * * * * *R * * #* *w ** Mkt * * * * * * * * * *ttat*R44t+* +aaRakt4R FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 41 ------- - -- ---------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUHAREAc<<<< >> » )USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 211.64 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.57 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 2.76 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.43 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. + wwRxx* w***++ w+* r+*+++++ t+ xt# w+ wtt wwat* r* rrtwwfw + *wa + + + + ++ + + + +xx + +xxx +xxxxrx FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 5.43 RAINFALL INTENSITY(INCH /HR) = 6.25 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 wr* r+!* R** Rw** t*** x* www+ t+++ t+ rafaarx+ aarrrrrtrt # # #trslsre!♦!lrr + +ttirrlilr! FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 ------------------------------- ------------------------------- - ------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 209.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.14 trt ttrr!l aif t#f fr+ rr laflffa #ttla!!a4lafflffltf #laf of rritrrrfrfrtt * *irf* *t* #t FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<c >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 206.10 DOWNSTREAM(FEET) = 205.55 FLOW T. GTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.68 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 2.83 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 6.00 = 78.00 FEET. * #i *kkYfflflflitiR*kf ifktf Rflki * # *tkiklfflflfff tf lrt * * **i **** * #k #k** # * #k *k #* FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 - --------------- ---------- - -- - -- - ------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAR FLOW <<<<< --------------==================------======------=------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREMACRES) 0.06 TOTAL RUNOFF(CFS) = 0.27 TC(MIN.) = 2.83 * ** * * * *R * * ** *** irk**** ttt****** tk* R********** #i ** * *R *ttR *kitf! *tttttftt4f! #• FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 41 ------------------------- ------ - ----- - - - -- -------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.55 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.85 GIVEN PIPE DIAMETER(INCH) 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) - 0.19 TC(MIN.) = 3.03 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 7.00 = 111.00 FEET. ++ r+ rttt+ txt+++t++ t+++++ rt+ wtr+ rrrr++ w+++ wtw+ +ww + +w +r + + + + + +rwttwt + + + + +tw +tw+ FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6436 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.47 TC(MIN.) = 3.03 +++++ wwxxxxxxxxxxxxxrrrrrrr+ ttt+ rr++ tttttt++ t + + + + + + + + +r + + + + + + + + + + ++ + + + + + + + ++ FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 205.20 DOWNSTREAM(FEET) = 204.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.37 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.47 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 3.45 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 3.00 = 196.00 FEET. *** iikf* 4i44t* 4# 4t# t#f ifff lff 4f lft** 4t4 ffff * *f *wk * * * * # *wk * * # # #+4i4ikf 4 # *t *f4 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 3.45 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.76 5.43 6.249 0.76 2 0.47 3.45 6.587 0.11 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 2.22 3.45 6.587 2 3.20 5.43 6.249 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.20 Tc(MIN.) = 5.43 TOTAL AREA(ACRES) = 0.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 345.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE - 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) 204.20 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.93 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 3.20 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. xxxxr# r+ r+ r+ t+ t+ a+ xxrt t+ rtxrf t* xxrrrrrrra+ rrt r +xrfrrter + + + +rr•xrrrff +xr + + + ++ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 5.58 RAINFALL INTENSITY(INCH /HR) = 6.14 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 xt xx#**++++ t++ xf xtt tt rt rarrrrrt rrtrtttttt rxxx fxrrxxrrxxxxxxxxxxrrrr +rr +rr +t+ FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 221.40 DOWNSTREAM ELEVATION(FEET) - 208.70 ELEVATION DIFFERENCE(FEET) = 12.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.097 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.$, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.506 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.48 ff* x*+#t xxxr+t rrrf4rrrx #xk *xRxxxff *f * * * *a #iktrf krf•rx *rf •fffixf # #xrrrrtrrrrx FLOW PROCESS FROM NODE 32.00 TO NODE 8.00 IS CODE - 41 ------- ------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 205.60 DOWNSTREAM(FEET) = 199.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 0.48 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 8.00 = 125.00 FEET. R ffx** xx * * * * * * *xR!lrrixxrRxfrririwttf xrti** fx *xrxt +itffx +t * *ra *aaa + +k +aw *k ++ FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 - ----- -- --------- - ----- ----------- -- -- ------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.14 RAINFALL INTENSITY(INCH /HR) = 6.47 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 ****** t+++++ r+ a+ a+ ww* rwwwa** w** RRi** a**** RfRRRRffxai lxrrliilrii +i +i +wrw ** * ** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 - --- --- ------------ - ------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------------------------------------------------- *USER SPECIFIED(SUBAREA): USER- SPECIFIED RUNOFF COEFFICIENT = .7400 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) - 224.00 DOWNSTREAM ELEVATION(FEET) - 214.90 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.104 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE. RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREMACRES) = 0.09 TOTAL RUNOFF(CFS) 0.44 Rff Ri****** k*** * * * * *4 * *R * *Rf * * *Rf *i * * * *ii * *tif RffRt tf ltkltiff itwiiiiwi4 *i * *t FLAW PROCESS FROM NODE 34.00 TO NODE 8.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 214.90 DOWNSTREAM(FEET) = 206.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 255.00 CHANNEL SLOPE = 0.0349 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR - 50.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.902 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.36 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) - 1.51 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 5.93 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.82 AREA- AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 2.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.05 FLOW VELOCITY(FEET /SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 8.00 = 355.00 FEET. FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.93 RAINFALL INTENSITY(INCH /HR) = 5.90 TOTAL STREAM AREA(ACRES) - 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 +* xxxx*l xfxxl xx* xx*l tt xxtl rtl tl t* t *wffx +t +tttt!!!!lrrrttrlt +rt►!f rlrr!!rtlrr FLOW PROCESS FROM NODE 15.00 TO NODE 35.00 IS CODE - 21 --------- -- ---- -- ----- - ---------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------- *USER SPECIFIED(SUBAREn): USER - SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 209.10 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.210 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.784 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) _ 0.09 TOTAL RUNOFF(CFS) = 0.23 kx4tx!! xl xfl t*#* i* x#** ki*** kxx******* x**** kxl xkxtkx! * *!k! * *xxlxRlxt *tRlR +k ** FLOW PROCESS FROM NODE 35.00 TO NODE 14.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 208.30 DOWNSTREAM(FEET) = 207.15 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0096 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.923 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 0.68 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 11.16 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.24 AREA- AVERAGE RUNOFF COEFFICIENT = 0.513 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 15.00 TO NODE 14.00 = 190.00 FEET. *w # *i * * + # *aa *# far!* t#* Raa ! * * # *twk *+Rt * *xwR # #i *titfttftrB *Baal+# *iitf *+t #ft #! FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ------------------------------------- ------------------------------- - ------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH /HR) = 3.92 TOTAL STREAM AREA(ACRES) = 0.21 PEAR FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.20 5.58 6.139 0.87 2 0.48 5.14 6.474 0.15 3 2.21 5.93 5.902 0.50 4 0.42 11.16 3.923 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.62 5.14 6.474 2 5.94 5.58 6.139 3 5.94 5.93 5.902 4 4.22 11.16 3.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) = 5.94 Tc(MIN.) = 5.93 TOTAL AREA(ACRES) = 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 435.00 FEET. ttf ttkt# t#* tfttt** R#* # # * #R * # # ** #kk # * # ## *4k * #*# #kfflf #ffff iti +*firiiiii*iiii* FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- -------------"-'---------------_----------- --------------- ----- ELEVATION DATA: UPSTREAM(FEET) 199.00 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.87 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 5.94 PIPE TRAVEL TIME(MIN.) - 0.08 Tc(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------- ----- ------ ------ - --- - -- rrrerrrtrrxxx*** x** rrr* r* rr** xrxxx* rxx**** rrr *r *rrrrrxrrrrrrrrrrrrrrxrrxrrrr FLOW PROCESS FROM NODE 10.00 TO NODE 36.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 220.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.4, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) 0.41 FLOW PROCESS FROM NODE 36.00 TO NODE 11.00 IS CODE - 51 - -- - ----------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 208.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0383 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.179 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.77 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 7.26 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) 1.98 AREA- AVERAGE RUNOFF COEFFICIENT = 0.518 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET /SEC.) = 2.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. * *+ * # * * # *t *RaxtaRRrfRRkRffflaflf tffl a# t++++* itf tr +lf # * * * * #k * * * * * * * * * *traffa! FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE 1 ------------- -------- - ----------------------------------------------------- »r»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.16 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.31 + aa+ t+ tt+ r++ rr+ r+ r+ a++ ra+ ar* xr**# xR**#*# xx* xxRrRR lffxrfflrrr!!!!r #rrrar +a + ++ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ___________________________________________ _______________________________ ___________________ _______________________________ *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 55.D0 UPSTREAM ELEVATION(FEET) = 211.50 DOWNSTREAM ELEVATION(FEET) = 210.00 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.064 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.533 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.22 + + + ++a + + + + + + + +a +a + + ++ aft+ t++ t+ t++ t+ t+++++ t+ a+ + + + + +t + +a + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE - 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< -===---------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 208.00 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.18 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 5.69 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 11.00 175.00 FEET. ++rrrt + + + +ffrrrwwl + +l +riff + :lwf +RwrwwRRxwawwlf w!lawwlfflflfrarwflalwr #rwfawf FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ----- -- - - -- -------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.057 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.6836 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.46 TC(MIN.) = 5.69 klRxxRxxk# R# tx* RlRiRt * * *xkRRxRx *! #tx * * #RRkRxRRx!l ► ►f if!!x!!x!!!tlffff lfil ►f► FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.69 RAINFALL INTENSITY(INCH /HR) = 6.06 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.31 7.26 5.179 0.86 2 0.46 5.69 6.057 0.11 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 2.26 5.69 6.057 2 2.70 7.26 5.179 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.70 TC(MIN.) = 7.26 TOTAL AREA(ACRES) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 400.00 FEET. # t+ tr+t ef+ Rf fRRRfRt #xlixx! *xR * # * # + ++ *lf4fkl►kf► ►f ►f R +4 #4 #i4t#4lf ►►f4R4 #!k► +# FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE - 41 --------------------- ------------ ------------------- - ---------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 204.50 DOWNSTREAM(FEET) = 197.70 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.59 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.70 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 715.00 FEET. effftttww+++++ + +r + +r +rr +rrrrrtata ++ + + +at + + + +r arwxffftxffxfwt +rrrrrtfaaa ++ + ++ FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE - 11 -------------- ------------------------------- - ------ - -------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.70 8.06 4.843 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 715.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.94 6.01 5.852 1.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 477.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.95 6.01 5.852 2 7.61 8.06 4.843 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.95 Tc(MIN.) = 6.01 TOTAL AREA(ACRES) - 2.70 - ttra+ aaaaattaaaaaaaaaaaaaatattat +a + +xaxtt +af aaararrrrr + *rrarrf rtttta +at + +a +x FLOW PROCESS FROM NODE 9.00 TO NODE 16.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 197.70 DOWNSTREAM(FEET) 176.32 FLOW LENGTH(FEET) = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.88 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.95 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 822.00 FEET. ++++++++++++++t+++++++++++++ + : + + + + + + + + + + + +r + + + +t ♦atxtwrwtwf rf rr +r++ :+ + + + + + ++ FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.797 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.5767 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 2.96 TOTAL RUNOFF(CFS) = 9.90 TC(MIN.) = 6.10 r!lrlail + #4 +ff1f!!lftifl tiff+ 44rf l44444ffrti*r #!lttirifr4t44# +44444+ +4+44+4+ FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 -- - ------------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.10 RAINFALL INTENSITY(INCH /HR) = 5.80 TOTAL STREAM AREA(ACRES) = 2.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.90 FLOW PROCESS FROM NODE 17.00 TO NODE 37.00 IS CODE = 21 ------------ ------- - -------------------- ---------------------- ------ --- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 227.00 DOWNSTREAM ELEVATION(FEET) = 215.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.428 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.t, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.34 f** kk*****#***** 4f* 4f* ff* t# f# t#** 4**#** 44** f* t * * * * * * ** * * * * *r * * * * * *RR * *k *k *k* FLOW PROCESS FROM NODE 37.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) 215.00 DOWNSTREAM(FEET) = 176.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 475.00 CHANNEL SLOPE = 0.0814 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.860 *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CPS) = 1.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.06 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) - 1.57 TC(MIN.) = 5.99 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 2.35 AREA- AVERAGE RUNOFF COEFFICIENT = 0.525 TOTAL AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) = 2.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.19 FLOW VELOCITY(FEET /SEC.) = 6.00 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 16.00 = 575.00 FEET. i4f 4fff4R44kf*# R* f4* f***** RR****# t}}}}} ttt4fit *Rt *R * * * # *R * * *RR * * *R *ft *Rt kRt* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.99 RAINFALL INTENSITY(INCH /HR) = 5.86 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.65 +++## r + +l + + + ++ +ttr + + ♦fttr+ +r + +trttrk4 see4tit }rir lrltrlf!!!!!!!!!f lfff• +!!!!! FLOW PROCESS FROM NODE 18.00 TO NODE 38.00 IS CODE - 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIScc<cc *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 228.00 DOWNSTREAM ELEVATION(FEET) = 220.90 ELEVATION DIFFERENCE(FEET) = 7.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.653 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.70 xwwxrwtawwxxr+++ wawxr++ a+ arttw++ ttrtarrarrwwwt + +w +xwxxwxxwwxwrxxrx +xxxxx +xxx FLOW PROCESS FROM NODE 38.00 TO NODE 19.00 IS CODE . 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<c >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 220.90 DOWNSTREAM ELEVATION(FEET) = 199.00 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) . 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.030 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.030 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow, Section(curb -to -curb) . 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section . 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) 4.35 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5- MINUTE. *USER SPECIFIED(SUBAREA): USER - SPECIFIED RUNOFF COEFFICIENT - .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA- AVERAGE RUNOFF COEFFICIENT = 0.738 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 1.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) - 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.68 FLOW VELOCITY(FEET /SEC.) = 5.53 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 19.00 = 340.00 FEET. twrrrttrrrrwrxxxxwxxxxwtwaatatrrrrr: rw+ r+ rr+ rtrrr • :xxxxrxxr :rrxrrrr :rrwrxrx+ FLOW PROCESS FROM NODE 19.00 TO NODE 16.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA« <<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< _:___:._-----------------°--_....___....... ______`____....._._............ ELEVATION DATA: UPSTREAM(FEET) = 199.00 DOWNSTREAM(FEET) = 176.32 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 11.47 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 4.41 LONGEST FLOWPATH FROM NODE 18.00 TO NODE 16.00 = 380.00 FEET. rarrr+ t+: rx++ tterr r+ extxtffrfftff +r +r +trr +rrtrrt +ttft+frt : +fff rfff rffxxrrr +x FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---- — --------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 4.41 RAINFALL INTENSITY(INCH /HR) = 6.59 TOTAL STREAM ARKMACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 9.90 6.10 5.797 2.96 2 2.65 5.99 5.860 0.86 3 1.65 4.41 6.587 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.77 4.41 6.587 2 13.85 5.99 5.860 - 3 13.97 6.10 5.797 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.97 Tc(MIN.) = 6.10 TOTAL AREA(ACRES) = 4.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 822.00 FEET. --------------- --- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.16 TC(MIN.) = 6.10 PEAK FLOW RATE(CPS) 13.97 --- --- --- --- ----- ----------- ------ - -- END OF RATIONAL METHOD ANALYSIS x �z«nsvxmw x...n.. n. soar w xwow+n,¢ smrnaes� -os -o� o.c ¢� x., mo - xxw.. 6y O � 1 11 � Wd —1 1 / 1 I NT r II I ni 9� J% /^ m m m g a � � m o§ o i I EXWTN0 COrORKNB DRANACM STUDY ENaWAS HE STATION NO.2 ' Qq8¢ 8lFES -0YE ASSOCIATES S81S CENTER ORNE• SURE 06 LA ►ESA• CA 9142 -2911 MIDI 597 -9294, FAX IS191 450 -2053 /^ m (J z O z m m o $� >i� 3st ¢1 o� x g N D Z �l PORT- DEVELOPMENT DRAINAGE 8TUDY nano ENCINITAS FIRE STATION NO. 2 SUITE 4 LA MESA. 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Z o.sa Ac 7'Of .g-rorZ�nkl0.T�CL C: (L ruC fSfaR.c,'CR i r p .l _. -nf2��4u p tROii FI - 7-4" CA-rcu tT�t*5 �._ AoniT Q IAILY -ruE Irld—t_`✓; OF ruE 6toRC T!o�'_PA t� TY SHALL RF.. 5tZt9 TO 't-RCA-r -ME "Ptg\ pous SUtZFncE _.TCtc"_`�A. t APP_ r,S 4 ec SURcACE 7ecktimcp '59A. t_ sic 4z or -ray. 1.1-4 RVdavS._ CaO f{RAC! or p s a: '. 1 '))-IA, 3 ? I5, &Zo :c i z Sop sr - 18, t2G 5� SNIPES -DYE ASSOCIATES Civil Engineers & Land Surveyors 8348 Center Drive Ste. G LA MESA, CALIFORNIA 91942 -2910 (619) 697 -9234 FAX (619) 460 -2033 IMP Z - \/E4bTA11VD S\41k E Joe ES10691 c,y taltrAC Ftfte SIM-71 0,4 SHEET NO. L.. OF 2 CALCULATED BY L_ A DATE # 0 18 I 10 CHECKEDBY DATE CALCJLArE FLOW -MJROUGI4 VECr_T1%_rC0 S�,OAILE O. 57 1= C. Z I A :: 0. S4, (to cL_,jVes 0 =r-SITE a�, CWT-CV, RETE;W7tot_4 'reME OF 'T'RAYEL FOK TRFAT"EKIT \.EIaG,T*1 OF SWAt-E s ISO' L;- -qo' ':Ott TIZTA-rMCaT CALC. (C6t45ERVAT1v1j T04 % LE4G7u`VEL_ Cr 10' V= 0.14 4'fr. (SEE ATTACHED C *LG.) T. 90 /6. 14 = Co4S sec. = 10,1 "im > fo MtAd ✓ok Sle(AL'C SIZE tS LDEQUArI: ItAP 3 - VCCETP 1 c0 SWA�.E GAI.CULPT'✓r TREAT F�IEt.iT FLOu -1 , /rCETATE0 SwIA�_E. Q= CIA C = (0.CoO T : 0.Z A= C.ZI AC Qa 0.0s ,CFS CNEC,K RETE�ATlori TIME OF TRAVEL FOR Tf.EATMErST LE "GTN OF S\.LALE = 160' L= 90' ForL TREATMC"-r CALL. (ca4SCrWA7tVC; Via- L= 90' 0.07 CPS (Sc-C ATTACgro CAL c. T. 9b 10 07 1,2 &Co Sec. = V.4 MtK > to NIA.I ✓ok SWALE SIZE �1, Al7EQJATE i4oTE'. IMP 1 IS SIZED Tb Ac'r &S A SECp-kDARY 71taA,- r"LTV7' 0 7:'m A, 2 . KgO.L� � � Isrt Sn�ni u.i i�al Problem Descriptions: VELOCITY OF VEGETATED SWALE IMP 2 xx trx+ r+ xrwtrwwrxxer :r +rr + +r + +ttwwwrxrrrrt + + + + +xxef r +xttrwwtwtff ewe +w + +wtwww >>>>CHANNEL INPUT INFORMATION«c< ---------- — ---------------------------------------------------------------- CHANNEL Z1(HORIZONTAL /VERTICAL) - 2.00 Z2(HORIZONTAL /VERTICAL) = 2.00 BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET /FEET) - 0.010000 UNIFORM FLOW(CFS) = 0.10 MANNINGS FRICTION FACTOR = 0.2500 NORMAL -DEPTH FLOW INFORMATION: -------------- ---------------------------- --- — -- - ---- - --- ---------------- >>>>> NORMAL DEPTH(FEET) = 0.13 FLOW TOP- WIDTH(FEET) = 5.53 FLOW AREA(SQUARE FEET) = 0.69 HYDRAULIC DEPTH(FEET) = 0.13 FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.14 UNIFORM FROUDE NUMBER = 0.072 PRESSURE + MOMENTUM(POUNDS) 2.82 AVERAGED VELOCITY HEAD (FEET) = 0.000 SPECIFIC ENERGY(FEET) = 0.132 CRITICAL -DEPTH FLOW INFORMATION: ----------------------------- — ------------ — --------------- -- -------- — --- CRITICAL FLOW TOP- WIDTH(FEET) - 5.09 CRITICAL FLOW AREA(SQUARE FEET) = 0.11 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.02 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.88 CRITICAL DEPTH(FEET) = 0.02 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.25 AVERAGED CRITICAL FLOW VELOCITY HEAD (FEET) = 0.012 CRITICAL FLOW SPECIFIC ENERGY(FEET) 0.035 Problem Descriptions: VELOCITY OF VEGETATED SWALE IMP 3 rft+ xt++++ f►+ t +xr +rxxtt +rr +rrrrxrrrxxxx :rr +f rtr ►t►rr►xrttt ►trtttttrrrrrrrrrr >>>>CHANNEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL /VERTICAL) = 2.00 Z2(HORIZONTAL /VERTICAL) = 2.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.010000 UNIFORM FLOW(CFS) = 0.03 MANNINGS FRICTION FACTOR = 0.2500 IM►7:}yinipH�13W:�a1RH ^ii: iY► }:7L1_��{i },j >>>>> NORMAL DEPTH(FEET) - 0.04 FLOW TOP- WIDTH(FEET) = 10.16 FLOW AREA(SQUARE FEET) 0.40 HYDRAULIC DEPTH(FEET) = 0.04 FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.07 UNIFORM FROUDE NUMBER - 0.066 PRESSURE + MOMENTUM(POUNDS) = 0.51 AVERAGED VELOCITY HEAD(FEET) = 0.000 SPECIFIC ENERGY(FEET) = 0.040 .y i4iYi�ii�ip7�73SY :i3i[i7':ii�i3�) ----------- ------------------------------- --------------------------------- CRITICAL FLOW TOP- WIDTH(FEET) = 10.02 CRITICAL FLOW AREA(SQUARE FEET) 0.06 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.01 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 0.50 CRITICAL DEPTH(FEET) = 0.01 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 0.04 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.004 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.010 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Vegetated Swale TC -30 Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and /or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about io inches /yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages ■ If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. Design Considerations ■ Tnbutary Area or Area Required ■ Slope in Water Availability Targeted Constituents 0 Sediment 0 Nutrients • 0 Trash • 0 Metals 0 Bactena • 0 Oil and Grease 0 Organics Legend (Removal Effectiveness) • Low ■ High Medium , R „x::.. January 2003 California Stormwater BMP Handbook 1 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale ■ Roadside ditches should be regarded as significant potential Swale /buffer strip sites and should be utilized for this purpose whenever possible. Limitations • Can be difficult to avoid channelization. • May not be appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a verc• large drainage area. large areas may be divided and treated using multiple swales. • A thick vegetative cover is needed for these practices to function properly. ■ They are impractical in areas with steep topography. • Thep are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. • In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that the water level does not exceed 2 /3rds the height of the grass or q inches, which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. ■ Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing, plants that thrive under the specific site, clinnatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The width of the sw•ale should be determined using Manning's Equation using a value of 0.25 for Manning's n. of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabirnphandbooks.com Vegetated Swale TC -30 Construction /Inspection Considerations • Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. • Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used ■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the Swale or strip. • Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check: dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the Swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zu, and Cd) were reduced by approximately So percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (5o foot) increments along their length (See Figure 1). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table 1). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 Of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TIC NO, Metals Bacteria Type Atrans 2002 — 8 6- 66 83-90 -33 dry s ales Goldberg 1993 6 -.8 45 31.4 42 -62 -loo grassed channel Seattle Metro and Washington De rtment of Ecolo^1- 1992 6o 45 - -25 2_16 -25 grassed channel Seattle Metro and Washington Department of Ecology. 1992 83 29 _ -2g 46 -73 -25 grassed channel Wang et al.. 1981 80 - - - 70-80 - dry shale Dorman et al.. 1989 98 1S - 45 3- -81 dry Swale Harper. 1988 8- 83 84 80 88 -90 dry slcale rcher et al.. 1983 99 99 99 99 99 - .'dale Harper. 1988. 81 1- 40 52 37-69 - vet swale i oon. 1995 6- 39 - 1 9 1 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the wann swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection C- iteria (NCTCOG. 1993) ■ Comparable performance to wet basins ■ Limited to treating a few acres • Availability of water during dry periods to maintain vegetation ■ Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 The topography of the site should permit the design of a channel with appropriate slope and cross - sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et a1, 1998); consequently, some flexibility in the design is warranted- Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2 /3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.546. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than loo feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. 5) The Swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo -year storm if it is located `on- line." The side slopes should be no steeper than 3:1(H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close- growing, water - resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 Callfomla Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cahmphandbooks.com TC -30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hvdraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick, if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: • Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. • Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. • Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and /or if proper drainage slopes are not implemented and maintained. 6 of 13 California 5tormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC,1991) estimated the construction cost of grassed channels at approximately $0.25 per ft=. This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.5o per ft=, which compares favorably with other stormwater management practices. January 2003 California Stonnwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Source (SEWRPC, 1991) Note Mob, limb on7demobil¢ation rafars to the organ,zallm and planning involved in establlshng a vegetative swage 'Swale has a bottom width of 1 0 foot, a top width of 10 feet with 1:3 side slopes and a 1.000 -toot length "Area cleared = (lop width + 10 feet) x swale length ' Area grubbed = flop width x swale length) 'Volume excavated = (0.67 x top width x swale depth) x Swale length (parabolic cross - section). Area tilled = (top width + Wswale depth') x swale length (parabolic cross - section). 3(top width) 'Area seeded = area cleared x 0.5. I Area sodded = area cleared x 0.5 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www, cabmphandboaks.com Unit Cost Total Cost Low Moderate High Low Moderate High Component Unit Extent Mobilization Swale 1 $107 $274 $441 $107 $274 $441 Demobilization -Light Site Pmpamhcn Clearing° Acre 05 $2,200 $3.600 $5400 $1,100 $1.900 $2700 Grubbing` Acre 0.25 $3.600 $5.200 $6600 $g50 $1.300 $1.650 General Excavation" Yd' 372 $210 $3.70 $530 $761 $1,376 $1972 Level and Tal' Yd' 1.210 W 20 $0.35 $0 50 $242 $424 $605 Silos Development Salvaged Topsoil Seed. and Mulch' Yd' 1,210 $040 $1.00 $1 60 $484 $1,210 $1.936 Sod?..... Yd' 1,210 $120 $240 $3.60 $1452 $2,904 $4,356 Subtotal -- - -- - -- $5,116 $9,31lB $13,660 Contingencies Swale 1 25% 25% 25% $1279 $2,347 1 $3415 Total $6,395 $11,735 1 $17075 Source (SEWRPC, 1991) Note Mob, limb on7demobil¢ation rafars to the organ,zallm and planning involved in establlshng a vegetative swage 'Swale has a bottom width of 1 0 foot, a top width of 10 feet with 1:3 side slopes and a 1.000 -toot length "Area cleared = (lop width + 10 feet) x swale length ' Area grubbed = flop width x swale length) 'Volume excavated = (0.67 x top width x swale depth) x Swale length (parabolic cross - section). Area tilled = (top width + Wswale depth') x swale length (parabolic cross - section). 3(top width) 'Area seeded = area cleared x 0.5. I Area sodded = area cleared x 0.5 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www, cabmphandboaks.com Vegetated Swale TC -30 Table 3 Estimated Maintenance Costs (SEWRPC. 19911 January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com Swale Size (Depth and Top Width) 1.5 Foot Depth, One- 3 -Fool Depth, 3 -Fool Component Unit Cost Comment Foot Bottom Wldlh, Bottom Width. 21 -Foot 10 -Foot Top Width Top Width Lawn Mowing $085/1.000 R' / mowing $0 14 11 in ea r toot $021 /linear fool lawn maintenance area -(top width - 10 fwt) x length Maw eight times per year General Lawn Cam $90011, 000 f1° / year $0181 himarfool $0.28 Ili near tool Lawn maintenance of rs - (top width - 10 feet) x lengh Swale Debris and litter $010 /lineartoot /year $010 11ineerfoot $o. 10 l linear toot - Rernwal Grass Reseeding with 50.301 yd' 5001 /hrearfool $0011 linear foot Area moegetated equals l% Mulch and Fertilimr of lawn maintenance area per year Program Administration and $0.151 linear toot / year, 50 15 /linaerlool $0 151linear toot Inspect four times per year Swale Inspection plus $251 inspection Total -- $0.591 linear foot $ 0.751linear foot January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com TC -30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a Swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. 11, pp. 1121 -1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP).1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomon, MD, and USEPA Region V, Chicago, II., by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, Richard R, and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Bigfiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Bioflltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects ofStormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R_ Massarelli. 1983. Grassy swales prove cost- effective for water pollution control. Public Works, 16: 53 -55• Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah /East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.0akland, P.H. 1983. An evaluation of storinwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 through grassed Swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173 -182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379 -383• Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC).1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Comm; ion, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report u 832- F- 99-oo6 http:// www .eua.eov /owm /mtb /vegswale.ndf. Office of Water, Washington DC. Wang, T., D. Spylidalds, B. Mar, and R. Horner. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA- WA -RD- 39-10. University of Washington, Department of Civil Engineering, Seattle, WA- Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C_, and J. Veenhuis.1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87 -4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wamelista, H. Harper, D. Pearce, and R Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde.1993• Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA- 93 -R16. Virginia Transportation Research Council, Charlottesville, VA Igformation Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual- wmv.mde.state.md.us/environment/N ina/stonnwatermanual. Accessed May 22, 2001. Reeves, E. 1994 Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques 1(3):117 -119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment wwv .cabmphandbooks.corn TC -30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA- 84o -B-92 -002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 Californla Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC -30 -017 - T Ymsih la scour lal (rou aaweof owok .ui. r In, w d..m In.Mim Mofalton'. L = LwpU,Of a.aa mgoatdnant arc a PercMeMOp fM fel OYNdoolskw of walc imrym mlma. IaR Ds % Dopto a clack dam mn h a Bottom oM of s.ak r.ml W = Top .d of chI Em (14, W. = O.Mo, tdpi of 1M dun ^ Z.: a nab a Maenul to vartaal tlaitpo in f.ak aM Nopo dtdp January 2003 California Stormwater BMP Handbook 13 of 13 New Development and Redevelopment www.cabmphandbooks.com Encinitas Stormwater Manual 1l Vegetated SW;31 S y east LOS" • Commercial areas Vegetated swales are shallow channels planted with grass, groundcover or ' Residential subdivisions other dense vegetation which are designed to treat stormwater through ■ Roadways filtration and plant uptake. Treatment occurs as runoff flows through grass or other vegetation before exiting at the downstream end. Vegetated swale ' Parking lots also reduces the velocity of the runoff flowing through the Swale. Some ■ Fit in setbacks, medians, infiltration into the underlying soil also occurs. and other landscaped DETAILS areas Vegetated swales shall be designed consistent with one of the attached Advantages figures. If check dams, filter media, and a subdrain system are incorporated May be incorporated into into the design, the treatment could be considered an IMP design. site landscaping Recommended detention times are on the order of 10 minutes. Limitations Determine the weighted runoff factor ( "C" factor) for the area tributary to ' Does not meet the swale. The factors in Table 42 of the Encinitas Stormwater Manual may Hydromodification be used. Management Plan requirements unless Calculate the design flow by multiplying the weighted runoff factor times the certain design elements tributary area times 0.2 inches of rainfall per hour. are incorporated. ► APPLICATIONS Lawn or landscaped areas can be adapted to incorporate vegetated swales. Vegetated swales may work well in commercial or residential developments. Vegetated swales without check dams have a maximum allowable slope of 2.5 %. ► DESIGN CHECKLIST FOR VEGETATED SWALES ❑ The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm, is provided. ❑ The depth of flow should not exceed 2 /3rds the height of the gnus at the peak of the water quality design storm intensity. ❑ The channel slope should not exceed 2.5% unless additional measures such as check dams are provided to reduce flow velocity and achieve the required 10 minutes travel /resident time. ❑ City approved reinforcement geotextile shall be utilized if the vegetated swale's longitudinal slope exceeds 5% or the flow velocity is more than 8 feet per second. ❑ A design grass height of G inches is recommended. 7 Regardless of the recommended detention time, the swale should be not less than 100 feet in length. ❑ The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. Appendix, C -7 page 1 Encinitas Stormwater Manual O The Swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the 100 -year atoms if it is located `on- line." The side slopes should be no steeper than 3:1 (H:V). O Swales must be vegetated m order to provide adequate treatment of runoff. It is important to water contact with vegetation and the soil surface. For general purposes, select fine, dose - growing, water- resistant grasses. i7 If possible, divert runoff (other than necessary irrigation) during the period of vegetation establishment. Where mn„ff diversion is not possible, cover graded and seeded pa„r Encinitas Stormwater Dianual VEGETATED SWALE WITH UNDERDRAIN FOR USE IN WELL DRAINED SANDY SOIL PER PLAN SWALE SHALL BE PLANTED WITH DEPTH ADEQUATE GROUNDCOVER OR TURF. PER PLAN PLANTS THAT ARE NOT PRONE TO BLOCKING THE DRAINAGE FLOW MAY d ,N TURF REINFORCEMENT MAl ALSO BE PLANTED ON SIDE SLOPES. IF APPLICABLE i ROCK * "ENGINEERED SOIL" LAYER SHALL BE MINIMUM W DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH. AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE TO 2.5% UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION. C -7 Paul. Encinitas Stonnwater Nianual VEGETATED SWALE WITH UNDERDRAIN FOR USE IN CLAYEY SOILS WITH LOW PERMEABILITY "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 6" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE TO 2.5% UNLESS OTHERWISE APPROVED BY T HE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION- C-7 4 PER PLAN SWALE SHALL Br= PLANTED WITH DEPTH ADEQUATE GROUNDCOVER OR TURF. PER PLANTS THAT ARE Nor PRONE BLOCKING THE DRAINAGE FLOW MAY REINFORCEMENT .: D ON SIDE SLOPES. I IF APPLICABLE will -SEE NOTE BELOW 10" MIN. FILTER MEDIA: 3 PAR F CLEAN WASHED SAND 18" MIN TO I PART 3/8"GRAVEL x/ ROCK PERFORATED TO DRAINAGE SYSTEM "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 6" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL. NOTE: VEGETATED SWALES ON GRADES OF MORE THAN 2.5% MUST INSTALL CHECK DAMS TO LIMIT THE SLOPE OF THE SWALE TO 2.5% UNLESS OTHERWISE APPROVED BY T HE DIRECTOR OF ENGINEERING SERVICES. NOTE: NO FILTER FABRIC IS TO BE USED IN THIS SECTION- C-7 4 Encinitas Stormwater Manual Bkwebeniion Fadiifies Best • I►aes Commercial areas _— ■ Residential subdivisions • Industrial developments lr m� vdlmrym ma •Roadways rrro�� • Parking lots • tze. z.�,ar1yr>,p. Fit in setbacks, medians, rr• ••++tom• and other landscaped f 11�aplasrbAr.�b��se _.__r areas B; Mm f2ahw u,,4 d fa v t-ony its. B� faolars racyi... . ", �n ■ . ani, snapr C b y shape • Low maintenance Bioretention detains runoff in a surface reservoir, filters it through plant roots and a biologically active soil mix, and then infiltrates it into the • Can be landscaped ground. Where native soils are less permeable, an underdrain conveys treated runoff to storm drain or surface drainage. u^tftdO^s • Require 4% of tributary Bioretention facilities can be configured in nearly any shape. When impervious square footage configured as linear swaMs, they can convey high flows while percolating and treating lower flows. Typically requires 34 feet of head Bioretention facilities can be configured as in- ground or above - ground planter boxes, with the bottom open to allow infiltration to native soils underneath. If infiltration cannot be allowed, use the sizing factors and criteria for the Flow- Through Planter. ► CRITERIA For development projects subject only to runoff treatment requirements, the following criteria apply: Parameter Criterion Soil mix depth 24 inches minimum Soil mix minimum percolation rate 5 inches per hour minimum sustained (10 inches per hour initial care recommended) Soil mix surface area 0.04 times tributary impervious area (or equivalent) Surface reservoir depth 12 inches minimum; may be sloped to 4 inches where adjoining walkways. Underdrain Required in Group "C" and "D" soils. Perforated pipe embedded in gravel ("Class 2 permeable" recommended), connected to storm drain or other accepted discharge point Appendix C -3 page 1 DETAILS Encinitas Stormwater Manual ► Plan. On the surface, a bioretention facility should be one level, shallow basin --or a series of basins. As runoff enters each basin, it should flood and fill throughout before runoff overflows to the outlet or to the next downstream basin. This will help prevent movement of o surface mulch and soil mix. _. In a linear swale, check dams should be placed so that the lip of each dam is at least as high as the toe of the next upstream dam. A similar - principle applies to bioretention facilities built as terraced roadway h shoulders. Iniets. Paved areas draining to the facility should be graded, and inlets should be placed, so that runoff remains as sheet flow or as dispersed Uwdwkda for6rc b�fi h6 as possible. Curb cuts should be wide (12" is recommended) to avoid ( ) MaWbp� clogging with leaves or debris. Allow for a minimum reveal of 4 " -6" between the inlet and soil mix elevations to ensure turf or mulch buildup does not block the inlet. In addition, place an apron of stone or concrete, a foot square or larger, inside each inlet to prevent vegetation from growing up and blocking the inlet. Where runoff is collected in pipes or gutters and conveyed to the facility, protect the landscaping from high - velocity flows with energy- dissipating rocks. In larger installations, provide cobble -lined channels to better distribute flows throughout the facility. < i SECTION1 s i �I Rmxsrnvdrd &.W &t ils for b� &ck, a km Ig oea} Appendix C -3 Paee Encinitas Stormwater Manual Upturned pipe outlets can be used to dissipate energy when runoff is piped from roofs and upgradient paved areas. Soil mix. The required soil mix is similar to a loamy sand. It must maintain a minimum percolation rate of 5" per hour throughout the life of the facility, and it must be suitable for maintaining plant life. Typically, on -site sods will not be suitable due to clav content. Storage and drainage layer. "Class 2 permeable," Caltrans specification 68- 1.025, is recommended. Open - graded crushed rock, washed, may be used, but requires 4 " -6" washed pea gravel be substituted at the top of the crushed rock gravel layers. Do not use filter fabric to separate the soil mix from the gravel drainage layer or the gravel drainage layer from the native soil. llndendreins. No underdrain is required where native soils beneath the facility are Hydrologic Soil Group A or B. For treatment -only facilities where native soils are Group C or D, a perforated pipe must be bedded in the gravel layer and must terminate at a storm drain or other approved discharge point. Outlets. In treatment -only facilities, outlets must be set high enough to ensure the surface reservoir fills and the entire surface area of soil mix is flooded before the outlet elevation is reached. In swales, this can be achieved with appropriately placed check dams. The outlet should be designed to exclude floating mulch and debris. Vaunts, utility boxes and light standards. It is best to locate utilities outside the bioretention facility —in adjacent walkways or in a separate area set aside for this purpose. If utility structures are to be placed within the facility, the locations should be anticipated and adjustments made to ensure the minimum bioretention surface area and volumes are achieved. Leaving the final locations to each individual utility can produce a haphazard, unaesthetic appearance and make the bioretention facility more difficult to maintain. Emergency overflow. The site grading plan should anticipate extreme events and potential clogging of the overflow and route emergency overflows safely. Tress. Bioretention areas can accommodate small or large trees. There is no need to subtract the area taken up by roots from the effective area of the facility. Extensive tree roots maintain soil permeability and help retain runoff. Nominal maintenance of a bioretention facility should not affect tree lifespan. The bioretention facility can be integrated with a tree pit of the required depth and filled with structural soiL If a root barrier is used, it can be located to allow tree roots to spread throughout the bioretention facility while protecting adjacent pavement. Locations and planting elevations should be selected to avoid blocking the facility's inlets and outlets. ROOT SURER stonwx — �,.yx an samt� -- b ky mn(gumd as aex weL The mot h—a apuoml. Appendix C-3 page 3 b- APPLICATIONS mEncinitas Storwater Manual Multi- purpose landscaped areas. Bioretention facilities are easily adapted to serve multiple purposes. The loamy sand soil mix will support turf or a plant palette suitable to the location and a well- drained soil. Example landscape treatments: • Lawn with sloped transition to adjacent landscaping. • Swale in setback area • Swale in parking median • Lawn with hardscaped edge treatment • Decorative garden with formal or informal plantings • Traffic island with low - maintenance landscaping • Raised planter with seating ■ Bioretention on a terraced slope _ -. — � . finlay coi6geeed as amn�mei drmotive Ww adth Fmdaa* edge. Bimmmon &dkv umfigurd and pbamd as a laav/ pW am. Residential subdivisions. Some subdivisions are designed to drain roofs and driveways to the streets (in the conventional manner) and then drain the streets to bioretention areas, with one bioretention area for each 1 to 6 lots, depending on subdivision layout and topography. If allowed by the local jurisdiction, bioretention areas can be placed on a separate, dedicated parcel with joint ownership. FUlu U1j Sloped sites. Bioretention facilities must be constructed as a basin, or series of basins, with the circumference of each basin set level. It may C+ ®f be necessary to add curbs or low retaining walls. B� fadluy m=vmg d.We fiamadind�d b¢ and die mast m a midmdd aibdiviaaai Appendix C -3 page 4 Encinitas Stormwater Manual 'f reaFrrs u.M w �-. k4xrtemtcem fao amfi wd 111 prlmV medn Note use of boLfds ro phce of cubs, chrttoatirg die need for curb Cuts. ► DESIGN CHECKLIST FOR A BIORETENTION AREA ❑ Volume or depth of surface reservoir meets or exceeds minimum. ❑ 18" depth "loamy sand" soil mix with minunum long -term percolation rate of 5" /hour. ❑ Area of soil mix meets or exceeds minimum. ❑ Perforated pipe underdrain bedded in "Class ^_ perm" with connection and sufficient head to storm dram or discharge point (except in "A" or `B" soils). ❑ No filter fabric. ❑ Underdrain has a dean -out port consisting of a vertical, rigid, non - perforated PVC pipe, with a mwmum diameter of G inches and a watertight cap. ❑ Location and footprint of facility are shown on site plan and landscaping plan. ❑ Bioretention area is designed as a basin (level edges) or a series of basins, and grading plan is consistent with these elevations. If facility is designed as a swale, check dams are set so the lip of each dam is at least as high as the toe of the next upstream dam. 7 Inlets are 12" wide, have 4 " -6" reveal and an apron or other provision to prevent blockage when vegetation grows in, and energy dissipation as needed. '❑ 0verflow connected to a downstream storm drain or approved discharge print. ❑ Emergency spillage will be safely conveyed overland. ❑ Plantings are suitable to the clitnane and a well - droned soil. ❑ Irrigation system with connection to water supple. ❑ Vaults, utility boxes, and light standards are located outside the minimum soil mix surface area. ❑ When excavating, avoid smearing of the soils on bottom and side slopes. Minimize compaction of native soils and "rip" soils if clavev and /or compacted. Protect the area from construction site runoff. Appendix C-3 pa.Lc 5 Encinitas Stortnwater Manual BIORETENTION PLANTER STRIP FOR USE IN A PARKING LOT WITH WELL DRAINED SOIL i - T MIN. -I RETENTION AREA SHALL BE LEVEL AND DEPRESSED A MINIMUM OF 3" FROM THE SURROUNDING GRADE 24" MIN. ENGINEERED SOIL' 2 " -3" HARDWOOD MULCI I 8" RAISED CURB MUST HAVE V WIDE CURB OPENINGS EVERY 5' TO ALLOW WATER TO ENTER BASIN e� 2" - 3/8" GRAVEL 6"- 314" CRUSHED ROCK'" "BIORETENTION °ENGINEERED SOIL" LAYER SHALL BE MINIMUM 24" DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -80"% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30°% TOPSOIL. "3l4" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE BASIN. THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED BASED ON ENCINITAS STORMWATER MANUAL CALCULATIONS. TYPICALLY, THE SURFACE AREA OF THE BIORETENTION BASIN 19 4% OF THE IMPERVIOUS AREA DRAINING TO IT. ndis C Page ? Encinitas Stormwater Manual BIORETENTION PLANTER STRIP FOR USE IN A PARKING LOT WITH WELL DRAINED SOIL �`- 3' MIN. --I RETENTION AREA SHALL BE LEVEL AND DEPRESSED _ XVA A MAXIMUM OF 1" FROM THE SURROUNDING GRADE \ At II f 1 r— 2 " -3" HARDWOOD MULCH PRECAST CONCRETE WHEEL STOP II- 11- II =11 =.I I= 11-11= I_I'- 11- I_I- 11 =11= 11-'.11 -11i 11 -11 11 -11 =� Tr"�� 11:=, II.= ,:11.;;.11:,= ,.11.= ,:11 =11M,1 24" MIN, ENGINEERED SOIL" F1iFSd71 0140111[i`mteulm 2"- 3/8" GRAVEL 6'- 314" CRUSHED ROCK" 'BIORETENTION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 24" DEEP "SANDY LOAM' SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -80% SAND, 20 -30% COMPOST OR HARDWOOD MULCH, AND 20 -30% 1 OPSOIL. "314" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPENED TO INCREASE THE INFILTRATION AND STORAGE ABILITY OF THE BASIN. THE EFFECTIVE AREA OF THE BASIN SHALL BE LEVEL AND SHALL BE SIZED BASED ON ENCINITAS STORMWATER MANUAL CALCULATIONS. TYPICALLY, THE SURFACE AREA OF THE I BIOREIENI ION BASIN IS 4% OF THE IMPERVIOUS AREA DRAINING TO IT. -- — Appendix C -3 — — — Page R SECTION C ENGINEER OF WORK ENGINEER OF WORK SnPpewOye aq�eacea o�E: 6D — L OR—ART G.- . 11 W O O a nyN m 6 X Z LL z O a a In D) m ILI � Lr _m 0 Q m Z a W SIRFACE iYF£ O4 5T01 — R.1IYOFF FACTOR AREA OF ' '� ll (SFI FACTO F ACTOR X AREA (SI TREAIMBJ] —GN— (CF9 IREATMEVi ICS DMA i CONCRETE I.o 15555 15,556 007 k ROOF I.o 65 65 0.00 ANOSCA of 4,390 439 OA02 TOTAL 1oao 1ao59 0.0] IMP 1 v 1bW o.o> 9104era — 1,600 OA] DMA. 2 COJC4ETE ROOF I.O IA 3,90.5 440 3,901 440 O.OI6 0.002 LAl�CPPE 0.I 5265 51] 0.002 F�VIOLLS CONCRETE OI 3360 326 0.001 TOTAL IMP 2 11,e]o 3250 s,19e o.03 oao DMA 3 RooF I.o 2— 1 o o.ol L—SGPE of 3.735 374 0.002 TOTAL 6335 2 74 o.ol IMP 3 ` um o.03 DMA 4 RooF IA 1,ISO L1s0 o.00s LPMSCAPE O.I 325 33 0.00 TOTAL IA]5 I,IB3 0.01 IMP 4 arT—Ea R wo 0.01 DMA 6 caucRE]E NO z6o mo o.00l TOTAL ROOF I.O 440 7W 440 ]oo 0.001 0.om IMP 5 e —1, sG0 0.o- DMA 6 Ro 1.o ego ROD o.o04 IMP 6 0.004 DMA 7 RooF I.o 9B0 REG 000s LPIDSCAPE 0.1 5]O 57 0.00 TOTAL 1.550 1,037 0. IMP 7 �Affip 1,oeo ool STA I LAN]SCAPE 1.]00 STA 2 LArffcAaE 37,797 Sf1E TOTAL 93341 ENGINEER OF WORK ENGINEER OF WORK SnPpewOye aq�eacea o�E: 6D — L OR—ART G.- . 11 W O O a nyN m 6 X Z LL z O a a In D) m ILI � Lr _m 0 Q m Z a W JI w W f U W CI W a z rn ExPIRa66_�_,148 1s4 p�:�rA k JI w W f U W CI W a z rn R a yam. vc 1(� D`u'�RA M PERK � s vQ•isa bz s\ �, } Fl 9 l o/ qp s 212.00 F.F.' `Iv II '.1 � III II I I I I III I ll I-- I I I I III IT BIZ MIN r -r caus�0 RocK SEE .DE,TA L 2 \ III III • III W MN. I PROC� SIBGRADE SOIL --5 _ ✓ F �/" �, LA G O LA ILA •II -J I1 W/ 958 RELATIVE CONAACTION PVC DETAIL 3 . OPENING IN W ~ ✓ D ifE , 2b9.00 6 PVV •252 m� 71 m 9 LA d} . ' 1 f '- +I �" h �(Q MN PERFORATED AO PVC PIPESUBDRAIN / A C FOR SCH 4 C PROVIDE 8' X Ter ' F.F. - �I -�--i 212.00 1 5•E ,. I. , j / cT® To ''A'IN4GE eYSreM 5� -- ro ALLOW DRAINAGE / , Iw To FLOW PRaxxH` ` 211.251 212.00 i T F.F. 'll _. MATES 1. 20975 210.50 F.F. F.F. F.F. F.F. ^7 f — - K 1 A RT FI IX CONCRETE ASSOCIATION (NRMCAI PERVIOUS CON62EIE r n _ IO CH2A _ • LA 'AO / 19 TO PROVIDE PROOF OF DERTIF CA IqV TO TFE EJGIf�ING PIRA 4LL;PECTOR � m PRIOR TO START OF WORK. 1 2 D-- 1 ] 00 Imo, THE CITY ETO ENS MAY REOIURE A CORE SAMPLE 01 THE INSTALLED PERVIOl15 12 pvc s x�g 4' SCH O PV B I B$LRE THAT THERE IS A SATISFIED. VOID CONTENT OF 108. IF A `• -1 I _ _ . / 1,} b '. CF IX2AIN (tYP OF NJ816 NOT E T WIIED. THE ODIPED T TH ,„ _ -.-' 4' 40 PVC _I_ _4:20 A —:: '�2 •�- _ 209 --24' CATCH B / PVC SEE DETAIL /TOLLS E WILL BE RE(RIiRED TO THE IPATOR MINIMUM VOID C EITY ENGII U RVI US CONCRETE (Ili t I"' 2 3 1os-�a _ _ 10 ?0&3 T` 2 O NO SCALE C RWITH NO 3_ ` I _ R4 PI�FIED�GXiCH BA6 N— --__ 11 FILL ___ _-- _--� � ' I 1 105— EE DET 3 - -T' PVC SEE DETAIL 5f1L O _ BMP DETA IL _ �--- -� - - -� SCALE, r -zo1 PER PLAN SWALE SHALL EE RANTED wires ADEOLWTE CaROUNDCOVER OR VEGETATED SWNE/ VEGETATE) 6WPlE TURF. PLANTS THAT ARE NOT 8-314' - SWALE SHALL BE 0.AME0 PRONE O MOCKING THE 24'EMG. �U BIOREiBtf10N $EDETWL5 WITH ADEQUATE GROUNDCOVER •SEE NpTE EEON 56_ DE L 4 OR TtRF F IR�E-5 DRAINAGE PLOW FLAMED ON SIDE MAY OPES. 24' CATOH BASIN 2i' MODIFI@) 5• N6WG CATOl BASIry 10).156 I% K STEGO WRAP 15 M. — _______ • BIO�TENITION BVGINEfRED SOIL' LAYER SHALL BE MINIMUM 24' — MIX WITH NO MORE THAN 5% CRAY CONRT. THE MIX SHALL CO 5t COMPOST OR HARDWOOD MACH, AND 20 -308 TOPSOIL. O BIORETENTION DETAIL C -C SCALE HN , T - 7 1, BNFS __. INFECTION 3 MIN ENANCE MINDICATOR .. _ .._.. .. MAIANCTIVITYCE SEDIMENT. TRASH E DEBRIS ACCUMULATION, STANDING WATER IN THE SWALE DOES NOT MONPI.Y AFTER MAJOR RAIN EVENTS . B p 6 MIN SOIL •SEE NOTE BELOSELOW REMOVE SEpIMENT OR TRASH ELOCKAGE. REPLANT VEGETATION VEGETATED DRAIN WITHIN 5 DAYS AFTER RAINFALL, � OVER AREAS OF BARE SOIL MOW N PLANTER VEGETATION I$ SPARE. BARE OR ERODED PATCHES. 6 VEGETATION (MIN 6 INCHES IN HEI6 CLEAR Al CLOGGING OR •i \%� 19 CD1EPARTANW A 9R SAND BLOCKAGE IN THE INLETS E OUTLETS, R S t y F24'BJG Try pPE.R1RV OLDS PA MSNT E DOWNSTREAM C PAIN EVENTS. ` TS. MAJOR F, TO I PART 3/8' GRAVES, \ INDT)STRAL VACUUM •� T 601E INLETS, DOES NOT DRAIN WITHIN 3 DAYS SEDIMENT IN PECVSIOUS PAVEMENT. EVIDENCE OF MOSIXIITO EQUIPMENT AND PARTIG S CLOGGI ROCK zo ? POROUS CONCRETE SU �) �.i • f� — T-9 /8'GRAVEL — -- IT - 3/4' CRUSHED ROCK LEAST TWICE A YEAR. E' 4' SCUD SCµ 40 PVC / 6 PERF. — AD PVC BE DETAILS. IS) �--•L ) 4' PERFORATED PIPE CCMECT )F, TO DRAINAGE SYSTEM IF STEGO WRAP IS A4- ........_ ENGINEERED SOIL' LAYER SHALL BE MIN MM 24' 6' D-cEP -S-.Y LOAM' SOIL MIX W TH NO MORE THAN 58 CLAY CONTT THE MIX SHALL CONTAIN 50MLL SAND, 2tr308 COMPOST OR POST - CONSTRUCl10N LIP NaTE; • IX WITH MORE Ei pINJ�ED LAY ONT SHALL MI MINIMUM 24' CONTAIN SANDY LOAM' SOIL MIX W NH NO MORE 58 CLAY T T, THE MIX SHALL CONTAIN 50 -608 SAND, 20-308 -._ - HARDWOOp MULCT{ MDp -308 TOPSOIL NOTE NO FILTER FAH21C IS TO EE L6E0 IN THIS PCST- CONST2LOTION EN'S SHALL SE PRIVATELY MAINTAINED AND THE FACILITIES H 'MLL NOT EN MODIFIED OR RB.AOVEA WITHOUT A PERMIT FROM THE CITY OF ENCINITAS, NOO AND COMPOST OR HARDWOOO MUCH AND 10-308 TOPSOIL. SECTION ® BIORETENTION DETAIL D -D O VEGETATED SWALE SCALE , H , 1• - la , V, I• - 2 NO SCALE BNFS __. INFECTION INSPECTION RD_ ENANCE MINDICATOR .. _ .._.. .. MAIANCTIVITYCE SEDIMENT. TRASH E DEBRIS ACCUMULATION, STANDING WATER IN THE SWALE DOES NOT MONPI.Y AFTER MAJOR RAIN EVENTS STANDING WATER. TRASH E DEBRIS ACCLIMILATI- SEDIMENT. EROSION, REMOVE SEpIMENT OR TRASH ELOCKAGE. REPLANT VEGETATION VEGETATED DRAIN WITHIN 5 DAYS AFTER RAINFALL, VEGETATION IS DEAD OR OVERGROWN. OVER AREAS OF BARE SOIL MOW SWALE tTC-3O PLANTER VEGETATION I$ SPARE. BARE OR ERODED PATCHES. VEGETATION (MIN 6 INCHES IN HEI6 CLEAR Al CLOGGING OR BLOCKAGE IN THE INLETS E OUTLETS, PERVIOUS Try pPE.R1RV OLDS PA MSNT E DOWNSTREAM C PAIN EVENTS. ` TS. MAJOR STANDING WATER, TEPAE� E A MI ION, INDT)STRAL VACUUM _E INLETS, DOES NOT DRAIN WITHIN 3 DAYS SEDIMENT IN PECVSIOUS PAVEMENT. EVIDENCE OF MOSIXIITO EQUIPMENT AND PARTIG S CLOGGI PPA AFTER LL. EVIDENCE OF MOSQUITOS LARVAE IN PERVIOUS PAVEMENT. POROUS CONCRETE SU LARVAE IN PERVIOUS PAVIEMAEVT AREAS. LEAST TWICE A YEAR. PLANS PREPARED UNDER ((SUPERVISION OF RECOMMENDED AP BERT L. BRUCKARi RCE 40156 E %P. 06 -30 -12 DATE: DATE: SEDIMENT ENGINEER OF WORK RFA J ENGINEER OF MDRK CE AT 5D ILk2TE(�i! DRIVE, R f5§�?I' 6 02 aof.ssro a 4yCBnipcs -Dye I DI Omfe gineClH enud&N djjjjY��Yf DDI 4n i31921a pps� P. FFLY��-.ED DE-II-ID 1 °� CITY OP ENCINITAS ENGINEERING SERVICES DEPARTMENT DRAWING NO. GfPDITH PUN TOR: ENCINITAS FIRE STATION 02 CITY OF ENCINITAS 10417 -G APN 260- 317 -11 PLANING CASE NO: 08 -116 DR,CDP SHEET M7 OF 12 elm? DETAll v`w14