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Home My WebLink AboutCT 97-13; Carlsbad Oaks North; Hydrology/Hydraulic Study; 2004-09-01HYDROLOGY AND HYDRAULIC STUDY FOR CAEILSBAD OAKS MOJRLTH CT 97-13 J.N. 961005 MAY, 2003 REVISED JANUARY 2004 REVISED SEPTEMBER 2004 PREPARED BY: O'DAY CONSULTANTS, INC. 2710 LOKER AVENUE WEST, SUITE 100 CARLSBAD, CA 92008 (760) 931-7700 • O %JZity of Carlsbad Land Development Engineering 1635 F:3raday Avenue C"rl: bad CA 92008 LETTER OF TRANSMITTAL TO: Bonded Blue Print Company For: Rec-Consultants.com 2442 Second Ave San Diego, CA 92101 Tel. 619-326-6016 D'^TE: 07/31/2015 PROJECTID, CT 97-13 ATTENTION: BrucB A. Robsrtson RE: Hydrology Study: Carlsbad Oaks North Hydrology Study: Carlsbad Oaks North Phase 2 (Lots 17-19) WE ARE SENDING YOU • Shop Drawings • Copy of letter Dated • ''nched • Under separate cover via • I lints • Plans • Samples • Specifications • Change Order •_ . the following items: COPIES DATE NO. DESCRIPTION 1 ! 'v'drology Study: Carlsbad Oaks North 1 : .•drology Study: Carlsbad Oaks North Phase 2 THESE ARE TRANSMITTED AS CflrlCKED BELOW: • For approval • For your use • As requested Q For review and comment ^ For your action -^T check'ng xpproved as submitted : provec: as noiad n Resubmit. copies for approval • Design only, not for construction • Return corrected prints • COMMENTS: Please make copies a.-d return originals. COPY TO: BF SIGNED: Cliris Gl4seff; EngineeJHfi9iJeO^602-2784 If c. • -ores are nol r.s noted, kindly notify us at once. Doc ER-99-07 TABLE OF CONTENTS INTRODUCTION HYDROLOGY AND HYDRAULICS BASIN 1 ^ BASIN 2 2 BASINS ^ BASIN 4 ^ BASINS ^ BASIN 6 ^ BASIN 7 BASIN 8 ^ INLET, RIP-RAP, BROW DITCH & CATCH BASIN SIZING 9 TEMPORARY DESILTING BASINS 10 POLLUTION BASINS (LOW FLOWS) 11 TEMPORARY DRAINAGE 12 APPENDIX 1 (STANDARD GRAPHS, TABLES, MAPS, ETC.) 13 APPENDIX 2: RICK ENGINEERING STUDY (EXCERPT) 14 DRAINAGE MAPS POCKETS TABLE OF CONTENTS INTRODUCTION HYDROLOGY AND HYDRAULICS BASIN 1 1 BASIN 2 2 BASIN 3 3 BASIN 4 4 BASINS 5 BASIN 6 6 BASIN 7 7 BASIN 8 8 INLET, RIP-RAP, BROW DITCH & CATCH BASESf SIZING 9 TEMPORARY DESILTING BASINS 10 POLLUTION BASINS (LOW FLOWS) 11 TEMPORARY DRAINAGE 12 APPENDIX 1 : 13 APPENDIX 2: RICK ENGINEERING STUDY (EXCERPT) 14 DRAINAGE MAPS POCKETS INTRODUCTION The purpose ofthis study is to analyze the proposed conditions for Phase 1 of Carlsbad Oaks North Industrial Park. The 414 acre site is located east of El Camino Real and north of Palomar Airport Road in the City of Carlsbad. The completed project will include 23 mass graded lots and the extensions of Faraday Avenue to the City of Vista, and El Fuerte Street to an mtersection with Faraday Avenue. Drainage facilities are designed to meet the requirements stated in the "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad." All calculations shown here for drainage basins 1 through 8 are for ultimate development. Calculations for "Temporary Drainage" are done only where this temporary condition creates greater flow than the ultimate condition. Increases in runoff, including runoff from upstream of the project are accounted for by the detention basin formed by Faraday Avenue. This detention basin design is covered by "Rancho Carlsbad Channel & Basin Project" by Rick Engineering Company (see Appendix 2). This basin is built on a fork of Agua Hedionda Creek, which runs east to west along the southeriy third of the site. Please note that while the storm drain in Faraday Avenue was relocated at the direction ofthe City, this study was not updated (See letter following). PROCEDURE The hydrology study followed the procedure in the San Diego County Drainage Manual for a 100-year storm. For this location, P6= 2.8 and ?24= 4.9. Times of concentration were based on the following: For Natural Areas: 60 lL9l71^*^ -f-10minutes H For Urban Areas: Tc = 1 8 fl.l -OsfP , with a minimum of 5 minutes ^S Additional time in pipes or channels was based on the average velocity in those facilities. Intensity was determined by: I = 7.44 P6 T6 '^^^ W;\MSOFF1CE\WINWORD\96-1005\HYDROLOGY & HYDRAULIC STUDY\Rpt.doc The rational method was used to detennine flows: Q = CIA, where Q = flow in cubic feet per second C = runoff coefficient, based on land use and soil type. For this project, the soil type is 'B' for the northem half, 'C for the wetlands and 'D' for the southerly slopes (see appendix). I = intensity A = area, in acres A Hydraulic Study was then done to confirm pipe sizes and eliminate pressure flow whenever possible. To be conservative, the diversion of "low-flows" into pollution basins at diverter boxes was ignored. The advanced Engineering software (AES) Pipeflow Hydraulics computer program was used to calculate the hydraulics ofthe storm drain pipe system for the ultimate conditions of the proposed site. The program estimates the gradually varying water surface profile by balancing the energy equation at user-specific locations. The AES pipeflow program analyzes both the supercritical and subcritical flow. From this program the hydraulic grade line, the energy grade line and losses were determined for the ultimate conditions. The head loss computations were based on LACRD, LACFCD, and OCEMA current design manuals. The junction analysis was based on the L.A. Thomas equation. W:\MSOFFICE\WINWORD\96-1005\HYDROLOOY AND HYDRAULIC STUDY.doc Sent By: WILSON ENQINEERINQ; 7804380173; Aug-24-04 14:09; Page 2/2 ^'tv Qt Carlsbad % ica5 I Pub Work: Engineeri August 23, 2004 Mr. Roben C. Ladwig Ladwig Design Qroup 703 Palomar Airport Road Suite 300 Cortabad. California 92008 RE: CARLSBAD OAKS NORTH CT 97-13 FARADAYAVENUE UTIUTY DESIGN •aar Mr. Ladwiq: This is in resporiM to your l«tUiir rvgarding the re-design of utilities in Paraday Avenue and our B|bssquBnt meeting on ttie matter. Techbilt Construction expre«s«d an unwiHingnifss to h«va O'Day Consultants perform utility raquasiad in the iasi pianchecic. One of the concems expressed was me $i 1.000 design fce change. The City ia willing to reimburse TcchbOt up to that S11.000 amount for the design group utilitiBB to maidmize future options. loca km changes fof the proposed ohani es In orderto One of your othor conccma was the timing of the project. The change to thie iraprovennant plan prior to submitlal ofthe improvement plan mylan, not as a eonatrueUon ravision. Tha pianohac^ng processing can be done quiddy enough to avoid delays io the prq|ec(. Based on com/arsations O'Day Consultants, tha City is prepared to make the fbllowing anrangaments [o speed the prxefsing; houid be made and remaining /ith Tim Carroll at Tim mentioned that one ofthe major components oftfie redesign work was revising m hydraulic calculations due to the roalignment of the storm drain. Staff is prepared to grade line shown on the last planchecK as dose enough to show conformance to City hydrology and pl the hydraulic tandards. NO Changes to the hydroiogy/hydraullo calculaUons will be required to account for the 4*9*^' revision to Ihe storm drain alignment. I believe that there mey be monetary valuo to your client in re-designing the utility Iccations. Thai value may be realized through utiltty eonflict avoidance and more economical desigrw and insullaUon of laterap to serve propeny. The value to the city is in allowing room fbr fUlura utilities in faraday Avenue. I hope that vi/e can come to an agreement on Ihis issue within ttie next week. I request that you do the re-design worK wnlle we .woiK out the details as xo the method or payment Please let mo Know your cllenrs response as quickly as possible. Sincerely, Robert J. Wojcik. P.C, Deputy City Engineer Glenn Pruim, City Engineer Ted Tchang, Techbilt Censtruetion Clyde Wickham. Project Engineer Glen Van Peski, Consuttant Planchecker 1635 Faraday Avenue • Carlsbad. CA 92008-7314 • (760) 602-2720 • I AX (760) 602-8562 ^ I direct O'Day to RECEIVED ADWie DESIGN GR .\ Basin 1 Hydrology 9605P1.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 03/30/04 CARLSBAD OAKS NORTH PROPOSED - BASIN 1 G:\ACCTS\961005\9605P1.OUT ********* Hydrology Study Control Infomation ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)'"3)/(elevation change) j-". 385 *60{min/hr) + 10 min. Initial subarea flow distance = 850.00(Ft.) Highest elevation = 540.00(Ft.) Lowest elevation = 448.00(Ft.) Elevation difference = 92.00(Ft.) TC=[(11.9*0.1610'^3)/( 92.00) 385= 3.31 + 10 min. = 13.31 min. Rainfall intensity (I) = 3.923 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 18.536(CFS) Total initial stream area = 13.500(Ac.) Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 448.00(Ft.) Downstream point/station elevation = 446.00(Ft.) Pipe length = 160.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.536(CFS) Given pipe size » 24.00(In.) Calculated individual pipe flow = 18.536(CFS) Normal flow depth in pipe = 15.26(In.) Flow top width inside pipe = 23.10(In.) Page 1 9605P1.ODT Critical Depth = 18.60(In.) Pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 13.61 min. Process from Point/Station 103.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** H+++++++ 104.000 Upstream point/station elevation = 446.00(Ft.) Downstream point/station elevation = 438.00(Ft.) Pipe length = 335.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.536(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.536(CFS) Normal flow depth in pipe = 12.42(In.) Flow top width inside pipe = 23.99(In.) Critical Depth =• 18. 60 (In.) Pipe flow velocity = 11.29(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 14.11 min. Process from Point/Station 103.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 104.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 18.536(CFS) Time of concentration = 14.11 min. Rainfall intensity = 3.778(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 105.000 to Point/Station **** 106.000 Decimal fraction soil group A = 0.000 ~ ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C =• 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 520.00(Ft.) Highest elevation = 4 90.00(Ft.) Lowest elevation = 480.00(Ft.) Elevation difference = 10.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.25 min. TC = [1.8*(l.l-C)*distance^.5)/(% slope-^ (1/3) ] TC = [1.8*(l.l-0.8500)*(520.00'^.5)/( 1.92^(1/3)]= 8.25 Rainfall intensity (I) = 5.340 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 17.703(CFS) Total initial stream area = 3.900(Ac.) Process from Point/Station 106.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 107.000 Upstream point/station elevation 470.00(Ft.) Page 2 „ ^ 9605P1.OUT Downstream point/station elevation = 450.00(Ft ) Pipe length = 80.00(Ft.) Manning's N = 0.013 NO. Of pipes - 1 Required pipe flow = 17.703<CFS> Given pipe size = 18.00(ln.) I'./UJ(LFS) Calculated individual pipe flow = 17.703(CFS) Normal flow depth in pipe = 7.20(In ) Flow top width inside pipe = 17.64(In.) Critical depth could not be calculated Pipe flow velocity - 26.82(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) - 8.30 min Process from Point/Station 106.000 to Poin1-/q^•aHr^r.' **** CONFLUENCE OF MINOR STREAMS **** ^O^nt/Station 107.000 ^i™"?^" ^^""^^ ^ stream number 1 Stream flow area - 3.900(Ac.) Runoff from this stream = 17.703(CFS) Time of concentration - 8.30 min. Rainfall intensity = 5.320(In/Hr) Process from Point/Station 108.000 to Point/<?i-ai-<r,n **** INITIAL AREA EVALUATION **** Pomt/Station 109.000 25.00(Ft.) ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0 000 [INDUSTRIAL area type Initial subarea flow distance = Highest elevation = 487.00(Ft.) Lowest elevation = 486.50(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban ?r"r?l*n"? "method (App X-C) = 1.79 min. TC = [1.8*(l,l-C)*distance'*.5)/(% slope-^ (1/3) 1 TC - [1.8M1.1-0.8500)M 25.00'^.5)/{ 2. 00^^ (1/3) ] = 1 Setting time of concentration to 5 minutes intensity (I) = 7.377 for a 100.0 year storm i^iririu^T/i ^°^"j?ji3^cF^r'^ = Total initial stream area - 0.010(Ac.) .79 Process from Point/Station 109.000 to Point/Station' **** STREET FLOW TRAVEL TIME + SUBAREA FLOW AoSiTION i*-107.000 v.... Top ot street segment elevation = 486.500(Ft ) End of street segment elevation = 455.000(Ft) Length of street segment = 570.000(Ft.) Height of curb above gutter flowline = ' 6 0(ln ) Width of half street (curb to crown) = 2 6.000(Ft ) Distance from crown to crossfall grade break = 24.500(Ft ) Slope from gutter to grade break (v/hz) = 0 020 ^''''^'^•> Slope from grade break to crown (v/hz) - 0 020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft ) Slope from curb to property line (v/hz) = 0 02o' Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Page 3 9605P1.OUT Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.085(CFS) Depth of flow = 0.076(Ft.), Average velocity = 2.483(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 3.83 min. TC = 8.83 min. Adding area flow to street User specified 'C value of 0.730 given for subarea Rainfall intensity - 5.113(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.730 Subarea runoff = 2.688(CFS) for 0.720(Ac.) Total runoff = 2.750(CFS) Total area = 0.73(Ac.) Street flow at end of street = 2.750(CFS) Half street flow at end of street = 2.750(CFS) Depth of flow » 0.244(Ft.), Average velocity = 4.376(Ft/s) Flow width (from curb towards crown)= 7.465(Ft.) Process from Point/Station 109.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 107.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.750(CFS) Time of concentration = 8.83 min. Rainfall intensity = 5.113(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmaxd) 17.703 2.750 Qmax(2) = 000 000 961 000 8.30 8.83 1. 0. 000 941 000 000 5.320 5.113 17.703) + 2.750) + 17.703) + 2.750) + 20.289 19.767 Total of 2 streams to confluence; Flow rates before confluence point: 17.703 2.750 Maximum flow rates at confluence using above data: 20.289 19.767 Area of streams before confluence: 3.900 0.730 Results of confluence: Total flow rate = 20.289(CFS) Time of concentration = 8.302 min. Effective stream area after confluence = 4.630(Ac.) Process from Point/Station 107.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 110.000 Upstream point/station elevation = 450.00(Ft.) Downstream point/station elevation = 449.00(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 Page 4 „ ^ . 9605P1.OUT NO. of pipes - 1 Required pipe flow = 20.289(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 20.289(CFS) Normal flow depth in pipe = 10.16(In.)' Flow top width inside pipe = 17.85(In.) Critical depth could not be calculated. Pipe flow velocity = 19.73(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.31 min. Process from Point/Station110! 000' to 'poin^/S^I^ior^^^'^^nroor **** SUBAREA FLOW ADDITION **** iv./oLdiion J.iU.000 user specified -C value of 0.83U given for subarea ~ Time of concentration =• 8.31 min. Rainfall intensity = 5.316(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 830 Subarea runoff - 20.253(CFS) for 4.590(Ac ) Total runoff - 40.542(CFS) Total area - ' 9.22(Ac.) Process from Point/Station 110.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 104.000 Upstream point/station elevation = 449.00(Ft.) Downstream point/station elevation = 438 00(Ft ) Pipe length - 120.00(Ft.) Manning's N =• 0.013 No. of pipes - 1 Required pipe flow = 40,542(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 40.542(CFS) Normal flow depth in pipe = 13.29(In.) Flow top width inside pipe = 23.86(In.) Critical depth could not be calculated. Pipe flow velocity = 22.72(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 8.40 min. Process from Point/Station 110.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 104.000 The following data inside Main Stream is listed- In Main Stream number: 2 Stream flow area - 9.220(Ac.) Runoff from this stream = 40.542(CFS) Time of concentration =• 8.40 min. Rainfall intensity = 5.280(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 18.536 40.542 1.000 0.716 1.000 1.000 14.11 8.40 1.000 1.000 0.595 1.000 3.778 5.280 18.536) + 40.542) + 18.536) + 40.542) + Page 5 47.547 51.575 9605P1.OUT Total of 2 main streams to confluence: Flow rates before confluence point: 18.536 40.542 Maximum flow rates at confluence using above data- 47.547 51.575 Area of streams before confluence: 13.500 9.220 Results of confluence: Total flow rate - 51.575(CFS) Time of concentration = 8.398 min. Effective stream area after confluence 22.720(Ac.) Process from Point/Station 104.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 111.000 Upstream point/station elevation = 438.00(Ft.) Downstream point/station elevation = 436.00(Ft ) Pipe length - 85.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.575(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow =• 51.575(CFS) Normal flow depth in pipe = 18.09(In.) Flow top width inside pipe = 36.00(In.) Critical Depth =• 28.04 (In.) Pipe flow velocity = 14.51(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.50 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** f+++++++++++++++++++++ 111.000 to Point/Station 111.000 Decimal fraction soil group A = 0.000 ~ " Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Time of concentration - 8.50 min. Rainfall intensity = 5.241(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff = 9.266(CFS) for 2.080(Ac.) Total runoff - 60.840(CFS) Total area = 24 80(Ac ) 0.850 Process from Point/Station 111.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 436.00(Ft.) ' Downstream point/station elevation = 397.00(Ft.) Pipe length = 480.00(Ft.) Manning's N = 0.013 No. of pipes =• 1 Required pipe flow = 60.840(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 60.840(CFS) Normal flow depth in pipe = 14.00(In.) Flow top width inside pipe = 35.10(In.) Critical Depth =• 30.18 (In.) Pipe flow velocity = 23.93(Ft/s) Travel time through pipe = 0.33 min. Page 6 112.000 Time of concentration (TC) = 9605P1.OUT 8.83 min. Process from Point/Station 112.000 to Point/Station **** SUBAREA FLOW ADDITION **** 112.000 User specified 'C value of 0.790 given for subarea " Time of concentration = 8.83 min Rainfall intensity = 5.112(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 790 Subarea runoff - 40.829(CFS) for lO.llO(Ac) Total runoff - 101.669(CFS) Total area = 34.91(Ac.) Process from Point/Station 112.000 to Point/Station' **** PIPEFLOW TRAVEL TIME (User specified size) **** H-+++++ 113.000 Upstream point/station elevation = 397.00(Ft.) Downstream point/station elevation - 392.00(Ft ) Pipe length - 70.00(Ft.) Manning's N'- 0.013 No. of pipes - 1 Required pipe flow - 101.669(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 101.669(CFS) Normal flow depth in pipe = 19.48(In.) Flow top width inside pipe = 35.88(In.) Critical depth could not be calculated. Pipe flow velocity = 26.04(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.87 min. Process from Point/Station 113.000'to^Point/Stltioi^^^^^^liroOO^ **** SUBAREA FLOW ADDITION **** i-auxon iij.uuu User specified 'C value of 0.830 given for subarea Time of concentration = 8.87 min. Rainfall intensity = 5.095(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 830 Subarea runoff = 26.855(CFS) for 6.350(Ac.) Total runoff = 128.524(CFS) Total area = 41.26(Ac.) Process from Point/Station 113!000'to'point/Station^^^^^^lU^OOO^ **** PIPEFLOW TRAVEL TIME (User specified size) **** Hi.000 Upstream point/station elevation = 392.00 (Ft.) ~ Downstream point/station elevation = 380.00(Ft ) Pipe length = 190.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 128.524(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 128.524(CFS) Normal flow depth in pipe = 23.63(In.) Flow top width inside pipe = 34.20(In.) Critical depth could not be calculated. Pipe flow velocity = 26.14(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.00 min. Process from Point/Station »•++++++++++++++++++++ 114.000 to Point/Station 114.000 Page 7 SUBAREA FLOW ADDITION **** 9605P1.OUT Decimal fraction soil group A = 0.00(5 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0 000 [INDUSTRIAL area type Time of concentration = 9.00 min Ruio5?^ioi'^^^''-^^^ = ^ S.OSKln/H^) for a 100.0 year storm Total runoff - 145.268(CFS) Total area = 45.16(Ac.) ] Process from Point/Station 114.000 to Point/<5i-aHnr,' **** PIPEFLOW TRAVEL TIME (User specified size?**-115.000 Upstream point/station elevation » 380.00(Ft ) Downstream point/station elevation = 360 00(Ft ) Pipe length - 370.00(Ft.) Manning's N = 0 013 NO. of pipes - 1 Required pipe flow = 145.268(CFS) Given pipe size = 42.00(In.) °oi<-eo, Calculated individual pipe flow = 145.268(CFS) Normal flow depth in pipe = 23.95(in ) Flow top width inside pipe - 41.58(In.) Critical depth could not be calculated. Pipe flow velocity = 25.61(Ft/s) Travel time through pipe - 0.24 min. Time of concentration (TC) = 9.24 min. Process from Point/Station 115.000 to Point/Station' **** SUBAREA FLOW ADDITION **** t-oint/fatation 115.000 user specified 'C value of 0.700 given for subarea " Time of concentration - 9.24 min Rainfall intensity = 4.966(In/H;) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method:Q=KCIA°^ = 0 700 Subarea runoff- 5.944 (CFS) for 1.710(Ac ) ^ "-^00 Total runoff = 151.212(CFS) Total area = 46 87(Ac ) Process from Point/Station 115.000 to Point/Starion' **** PIPEFLOW TRAVEL TIME (User specified sizef**** 116.000 Upstream point/station elevation = 360.00(Ft ) Downstream point/station elevation = 356 50(Ft ) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 151.212(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 151.212(CFS) Normal flow depth in pipe = 21.19(in.) Flow top width inside pipe =« 42.00 (In.) Critical depth could not be calculated. Pipe flow velocity - 31.05(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.26 min. Process from Point/Station 116.000 to Point/Station **** SUBAREA FLOW ADDITION **** oinc/tation 116.000 Page 8 9605P1.OUT Decimal fraction soil group A = 0.000 ~ Decimal fraction soil group B = 1.000 Decimal fraction soil group C » 0.000 Decimal fraction soil group D » 0.000 (INDUSTRIAL area type ] Time of concentration = 9.26 min. Rainfall intensity - 4.958(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C Subarea runoff = 44.842(CFS) for 10.640(Ac.) Total runoff = 196.054(CFS) Total area = 57.51(Ac ) 0.850 Process from Point/Station 116.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 356.50(Ft.) Downstream point/station elevation = 346.00(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 196.054(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 196.054(CFS) Normal flow depth in pipe = 27.47(In.) Flow top width inside pipe = 53.99(In.) Critical Depth = 48.14(In.) Pipe flow velocity - 24.12(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 9.45 min. >•+++++++++ 117.000 Process from Point/Station **** SUBAREA FLOW ADDITION **** 117.000 to Point/Station 117.000 User specified 'C value of 0.620 given for subarea Time of concentration - 9.45 min. Rainfall intensity - 4.892(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0 620 Subarea runoff » 42.952(CFS) for 14.160(Ac.) Total runoff = 239.006(CFS) Total area = 71.67(Ac ) Process from Point/Station 117.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 118.000 Upstream point/station elevation = 346.00(Ft.) Downstream point/station elevation = 326.46(Ft.) Pipe length = 275.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 239.006(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 239.006(CFS) Normal flow depth in pipe = 25.59(In.) Flow top width inside pipe - 53.93(In.) Critical Depth - 50.84(In.) Pipe flow velocity - 32.20(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 9.59 min. Process from Point/Station **** SUBAREA FLOW ADDITION **** 118.000 to Point/Station 118.000 Page 9 „ . , ^ 9605P1.OUT Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0 000 [INDUSTRIAL area type j Time of concentration - 9.59 min. p,^nn^^^^ intensity = 4.846(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA;^ Subarea runoff - 31.632(CFS) for 7.680(Ac ) Total runoff - 270.637(CFS) Total area = ' 79 35(Ac ) 0.850 *^*r^?n5^°"' Point/Station 'nr5ortrpoinus^i^ior^^^^"'nrjsr **** PIPEFLOW TRAVEL TIME (User specified size) **** ny.ooo Upstream point/station elevation = 326.13(Ft.) ~ Downstream point/station elevation == 301 50(Ft ) Pipe length - 310.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 270.637(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow - 270.637(CFS) Normal flow depth in pipe = 26.63(In.) Flow top width inside pipe - 53.99(In.) Critical depth could not be calculated. Pipe flow velocity = 34.64(Ft/s) Travel time through pipe » 0.15 min. Time of concentration (TC) = 9.74 min. Process from Point/Station 118.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** ^O^nt/Station 119.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area - 79.350(Ac.) Runoff from this stream = 270.637(CFS) Time of concentration =• 9.74 min. Rainfall intensity- 4.798(In/Hr) ****^?MT^^»? P^ii'^t/Station 120.000 to Point/Station **** INITIAL AREA EVALUATION **** 121.000 Decimal fraction soil group A = 0.000 ~ ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 65.00(Ft.) Highest elevation = 386.00(Ft.) Lowest elevation = 356.00(Ft.) Elevation difference - 30.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3 03 min TC = [1.8*(l.l-C)*distance'^.5)/(% slope-^ (1/3) ) TC = [1.8*(l.l-0.3500)*( 65.00'^.5)/( 46.15^^ (1/3) ]= 3.03 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 350 Subarea runoff = 0.026(CFS) Total initial stream area = 0.010(Ac.) Page 10 9605P1.OUT Process from Point/Station 121! 000 ' to' PoinJ/S^a^ior^"''"'''uroor **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ^22.000 Top of street segment elevation = 356.000(Ft.) End of street segment elevation = 316.000(Ft!) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = " 6.0(In.) Width of half street (curb to crown) - 26.000(Ft ) Distance from crown to crossfall grade break = 24.500(Ft ) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) = 0 020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) 0.020 0.0150 0.0150 0.045(CFS) .279(Ft/s) Slope from curb to property line (v/hz) Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown «• u.u±. Estimated mean flow rate at midpoint of street" Depth of flow - 0.057(Ft.), Average velocity = 2 Streetflow hydraulics at midpoint of street travel- Halfstreet flow width - 1.500(Ft.) Flow velocity = 2.28(Ft/s) Travel time = 4.32 min. TC = 9.32 min Adding area flow to street User specified 'C value of 0.530 given for subarea Rainfall intensity = 4.939(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0 530 Subarea runoff = 3.795(CFS) for 1.450(Ac ) Total runoff = 3.821(CFS) Total area = * 1.4 6(Ac ) Street flow at end of street = 3.821(CFS) Half street flow at end of street - 3.821(CFS) Depth of flow = 0.260(Ft.), Average velocity = 5.107(Ft/s) Flow width (from curb towards crown)- 8.228(Ft.) Process from Point/Station 122.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** f++++++++++++ 119.000 Upstream point/station elevation = 305.50(Ft.) Downstream point/station elevation = 304.50(Ft ) Pipe length = 42.25(Ft.) Manning's N'= 0.013 No. of pipes - 1 Required pipe flow = 3.821(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.821(CFS) Normal flow depth in pipe - 5.96(In.) Flow top width inside pipe = 16.94(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 7.4 9(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.41 min. Process from Point/Station 122.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 119.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.4 60(Ac.) Runoff from this stream = 3.821(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4.907(In/Hr) Page 11 9605P1.OUT Process from Point/Station **** INITIAL AREA EVALUATION 123.000 to Point/Station 124.000 Decimal fraction soil group A = 0.00(3 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] • - —- —' ai Initial subarea flow distance = 30.00(Ft ) Highest elevation = 372.00(Ft.) Lowest elevation - 356.00(Ft.) Elevation difference - 16.00(Ft.) Time of concentration calculated by the urban TC - [1.8*(l.l-C)*distance^.5)/(% slope"(l/3)l TC - [1.8*(1.1-0.3500)*( 30.00-.5)/( 53. 33'^ (1/3) 1 - 1 9g Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) isT- 0 350 Subarea runoff = 0.026(CFS) is = 0.350 Total initial stream area = 0.010(Ac.) Process from Point/Station 124.000 to Point/Statinn **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADST^SN**** H-+ 125.000 Top of street segment elevation = 356.000(Ft j ' End of street segment elevation = 316.000(Ft) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline - ' 6 0(ln ) Width of half street (curb to crown) - 26.000(Ft ) Distance from crown to crossfall grade break - 24.500(Ft ) Slope from gutter to grade break (v/hz) = 0 020 Slope from grade break to crown (v/hz) - 0 020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft ) 0.020 0.0150 0.0150 Slope from curb to property line (v/hz, - Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = u ux Estimated mean flow rate at midpoint of street = O 033(CFS) Depth Of flow - 0.051(Ft.), Average velocity - 2.107(Ft/sf Streetflow hydraulics at midpoint of street travel- Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 4.67 min. TC = 9.67 min Adding area flow to street User specified 'C value of 0.860 given for subarea Rainfall intensity = 4.822(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational methodfQ=KCIA°^ = Subarea runoff - 2.156 (CFS) for 0.520 (Ac) ^ Total runoff - 2.182(CFS) Total area - o 53(AC ) Street flow at end of street = 2.182(CFS) "-^J^^c.j Half street flow at end of street = 2 182(CFS) 11^^^ ' 0. 224 (Ft.), Average velocity = 4.498 (Ft/s) Flow width (from curb towards crown)= 6.434(Ft.) 0.860 Page 12 9605P1.OUT Process from Point/Station 125.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 119.000 Upstream point/station elevation - 305.00(Ft. j Downstream point/station elevation = 304.50(Ft ) Pipe length - 4.25(Ft.) Manning's N'= 0.013 No. of pipes - 1 Required pipe flow i 2.182(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow =» 2.182(CFS) Normal flow depth in pipe = 3.00(In.)' Flow top width inside pipe = 13.42(In.) Critical Depth = 6.69(In.) Pipe flow velocity = 11.24(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.67 min. Process from Point/St&tion 125.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.530(Ac.) Runoff from this stream - 2.182(CFS) Time of concentration = 9.67 min. Rainfall intensity - 4.820(In/Hr) Summary of stream data: 119.000 Stream No. Flow rate (CFS) TC (min) 1 2 3 Qmax(l) - 270.637 3.821 2.182 9.74 9.41 9.67 Rainfall Intensity (In/Hr) 4.798 4.907 4.820 Qmax(2) Qmax(3) 1.000 * 1 .000 * 0. 978 * 1 .000 * 0.995 * 1 .000 * 1.000 * 0 .966 * 1.000 * 1 .000 * 1.000 * 0 . 973 * 1.000 * 0 .993 * 0.982 * 1 000 * 1.000 * 1 000 * 270.637) + 3.821) + 2.182) + 270.637) + 3.821) + 2.182) + 270.637) + 3.821) + 2.182) + 276.546 267.309 274.657 Total of 3 streams to confluence: Flow rates before confluence point: 270.637 3.821 2.182 Maximum flow rates at confluence using above data- 276.546 267.309 274.657 Area of streams before confluence: 79.350 1.460 0.530 Results of confluence: Total flow rate = 276.546(CFS) Time of concentration = 9.743 min. Effective stream area after confluence = 81.340(Ac.) Process from Point/Station 119.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 128.000 Page 13 9605P1.OUT Upstream point/station elevation = 301.00(Ft.) Downstream point/station elevation = 295.16(Ft.) Pipe length = 63.92(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 276.546(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 276.546(CFS) Normal flow depth in pipe - 24.56(In.) Flow top width inside pipe - 59.01(In.) Critical Depth - 54.84(In.) Pipe flow velocity - 36.58(Ft/s) Travel time through pipe - 0.03 min. Time of concentration (TC) - 9.77 min. Process from Point/Station 119.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 128.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 81.340(Ac.) Runoff from this stream = 276.546(CFS) Time of concentration - 9.77 min. Rainfall intensity = 4.788(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 164.000 to Point/Station **** INITIAL AREA EVALUATION **** 165.000 User specified 'C value of 0.880 given for subarea Initial subarea flow distance =• 460.00(Ft.) Highest elevation = 366.00(Ft.) Lowest elevation = 360.00(Ft.) Elevation difference - 6.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.77 min. TC - [1.8*(l.l-C)*distance'".5)/(% slope'^ (1/3) ] TC - [1.8*(l.l-0.8800)*(460.00^.5)/( 1.30'^ (1/3) ]- 7.77 Rainfall intensity (I) = 5.550 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.880 Subarea runoff - 18.608(CFS) Total initial stream area = 3.810(Ac.) Process from Point/Station 165.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 132.000 Upstream point/station elevation = 349.88(Ft.) Downstream point/station elevation - 344.33(Ft.) Pipe length =• 120.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 18.608(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 18.608(CFS) Normal flow depth in pipe = 12.47(In.) Flow top width inside pipe = 16.61(In.) Critical depth could not be calculated. Pipe flow velocity = 14.25(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.91 min. Page 14 9605P1.OUT Process from Point/Station 165.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 132.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area » 3.810(Ac.) Runoff from this stream = 18.608(CFS) Time of concentration = 7.91 min. Rainfall intensity = 5.486(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 129.000 to Point/Station **** 130.000 User specified 'C value of 0.850 given for subarea Initial subarea flow distance = 570.00(Ft.) Highest elevation - 437.00(Ft.) Lowest elevation » 425.00(Ft.) Elevation difference = 12.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8 38 min TC =- [1.8*(l.l-C)*distance'^,5)/(% slope^(l/3)] TC - [1.8*(l.l-0.8500)*(570.00'^.5)/( 2.11'^ (1/3) ] = 8 38 Rainfall intensity (I) - 5.286 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0 850 Subarea runoff = 18.468(CFS) Total initial stream area = 4.110(Ac.) Process from Point/Station 130.000 to Point/Station' **** PIPEFLOW TRAVEL TIME (User specified size) **** 131.000 icified size) **** Upstream point/station elevation = 415.00(Ft.) Downstream point/station elevation = 365.33(Ft ) Pipe length - 121.73(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 18.468(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 18.468(CFS) Normal flow depth in pipe = 6.4 6(In.) Flow top width inside pipe - 17.27(in.) Critical depth could not be calculated. Pipe flow velocity = 32.42(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.45 min. l***^llr,i''°"' Point/Station 131.000 to Point/Station' 132 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** J-J-^.uuu Upstream point/station elevation = 365.00 (Ft.) ~ Downstream point/station elevation - 344.33(Ft ) Pipe length - 287.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 18.4 68(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 18.468(CFS) Normal flow depth in pipe = 10.63(In.) Flow top width inside pipe =• 17.70(ln.) Critical depth could not be calculated. Pipe flow velocity = 17.01(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 8.73 min. Page 15 9605P1.OUT Process from Point/Station 131.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 132.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area - 4.110(Ac.) Runoff from this stream = 18.468(CFS) Time of concentration - 8.73 min. Rainfall intensity- 5.151(In/Hr) Simimary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 18.608 18.468 Qmaxd) = Qmax(2) - 000 000 0.939 1.000 7.91 8.73 1.000 0.907 1.000 1.000 5.486 5.151 18.608) + 18.468) + 18.608) + 18.468) + 35.357 35.940 Total of 2 streams to confluence: Flow rates before confluence point: 18.608 18.468 Maximum flow rates at confluence using above data: 35.357 35.940 Area of streams before confluence: 3.810 4.110 Results of confluence: Total flow rate = 35.940(CFS) Time of concentration = 8.726 min. Effective stream area after confluence = 7.920(Ac.) Process from Point/Station 132.000 to Point/Station 132.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 344.00(Ft.) Downstream point/station elevation - 327.33(Ft.) Pipe length = 228.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.940(CFS) Given pipe size = 24.00 (In.) Calculated individual pipe flow - 35.940(CFS) Normal flow depth in pipe - 13.24(In.) Flow top width inside pipe - 23.87(In.) Critical depth could not be calculated. Pipe flow velocity = 20.23(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.91 min. Process from Point/Station 132.100 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** H-+++++++ 133.000 Upstream point/station elevation = 327.00(Ft.) Downstrecun point/station elevation = 310.33(Ft.) Pipe length = 146.07(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 35.940(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 35.940(CFS) Page 16 9605P1.OUT Normal flow depth in pipe = 11.58 (In.) Flow top width inside pipe = 23.99(In.) Critical depth could not be calculated. Pipe flow velocity - 23.95(Ft/s) Travel time through pipe - 0.10 min. Time of concentration (TC) = 9.02 min. Process from Point/Station 132.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 133.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.920(Ac.) Runoff from this stream = 35.940(CFS) Time of concentration - 9.02 min. Rainfall intensity- 5.044(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 130.000 to Point/Station **** 134.000 Decimal fraction soil group A - 0.000 ~~ Decimal fraction soil group B - 0.630 Decimal fraction soil group C = 0.370 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 500.00(Ft.) Highest elevation - 373.00(Ft.) Lowest elevation = 364.00(Ft.) Elevation difference - 9.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.66 min. TC - [1.8*(l.l-C)*distance'^.5)/(% slope'^ (1/3) ] TC - [1.8*d.l-0.8685)*(500.00'.5)/( 1.80^(1/3)]- 7.66 Rainfall intensity (I) = 5.603 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.868 Subarea runoff - 20.146(CFS) Total initial stream area - 4.140(Ac.) Process from Point/Station 134.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 353.80(Ft.) Downstream point/station elevation = 310.50(Ft.) Pipe length = 129.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.146(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 20.146(CFS) Normal flow depth in pipe = 7.14(In.) Flow top width inside pipe = 17.61(In.) Critical depth could not be calculated. Pipe flow velocity = 30.86(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.73 min. 133.000 Process from Point/Station 134.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 133.000 Along Main Stream number: 2 in normal stream number 2 Page 17 „^ ^, 9605P1.OUT Stream flow area - 4.140(Ac.) Runoff from this stream = 20.146(CFS) Time of concentration = 7.73 min. Rainfall intensity - 5.570(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 35.940 20.146 1.000 * 0.905 * 1.000 * 1.000 * .02 .73 1.000 * 1.000 * 0.857 * 1.000 * 5.044 5.570 35.940) + 20.146) + 35.940) + 20.146) + 54.181 50.957 Total of 2 streams to confluence: Flow rates before confluence point: 35.940 20.146 Maximum flow rates at confluence using above data- 54.181 50.957 Area of streams before confluence: 7.920 4.140 Results of confluence: Total flow rate = 54.181(CFS) Time of concentration = 9.016 min. Effective stream area after confluence - 12.060(Ac ) Process from Point/Station 133.000 to Point/Station' **** PIPEFLOW TRAVEL TIME (User specified size) **** 137.000 Upstream point/station elevation - 310.00(Ft ) Downstream point/station elevation - 302 60(Ft ) Pipe length = 134.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.181(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 54.181(CFS) Normal flow depth in pipe = 20.16(In.) Flow top width inside pipe = 17.60(In.) Critical depth could not be calculated. Pipe flow velocity = 19.25(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.13 min. Process from Point/Station 133.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** t/acacion »-++ 137.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area - 12.060(Ac.) Runoff from this stream = 54.181(CFS) Time of concentration = 9.13 min. Rainfall intensity = 5.002(In/Hr) Process from Point/Station 135.000 to Point/Station **** INITIAL AREA EVALUATION **** ^-oinc/btation 132.000 Page 18 _ . , ^ . 9605P1.OUT Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 120.00(Ft ) Highest elevation » 407.00(Ft.) Lowest elevation - 355.00(Ft.) Elevation difference - 52.00(Ft.) Time of concentration calculated by the urban "^^^^p*^^? "e^.'^ethod (App X-C) - 3.93 min. TC - [1.8*d.l-C)*distance^.5)/(% slope"d/3)l TC - [1.8*d.l-0.4000)*(120.00-.5)/( 43.33-(1/3) ]= 3 93 Setting time of concentration to 5 minutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.400 Subarea runoff - 0.030 (CFS) u-^tiu Total initial stream area = 0.010(Ac.) Process from Point/Station 132.000 to Point/Station' **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 136.000 Top of street segment elevation - 355.000(Ft ) ' End of street segment elevation = 314.000(Ft) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = ' 6.0(In ) Width of half street (curb to crown) - 26.000(Ft ) Distance from crown to crossfall grade break - 24.500(Ft ) Slope from gutter to grade break (v/hz) = 0 020 Slope from grade break to crown (v/hz) = 0 020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft ) 0.020 0.0150 0.0150 Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown - u uj. Estimated mean flow rate at midpoint of street - 0.057(CFS) Depth of flow - 0.062(Ft.), Average velocity - 2.496(Ft/sf Streetflow hydraulics at midpoint of street travel- Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.50(Ft/s) Travel time - 3.74 min. TC = 8.74 min Adding area flow to street User specified 'C value of 0.550 given for subarea Rainfall intensity - 5.146(In/Hr) for a 100.0 vear storm Runoff coefficient used for sub-area. Rational metAodfQ=KCIA°^ = Subarea runoff = 5.293(CFS) for 1.870(Ac ) Total runoff - 5.322(CFS) Total area = " 1.88(Ac) Street flow at end of street - 5.322 (CFS) Half street flow at end of street = 5 322(CFS) Depth of flow = 0.281(Ft.), Average velocity = 5.684(Ft/s) Flow width (from curb towards crown)- 9 301 (Ft ) '''-''^> 0.550 Process from Point/Station 136.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 303.60(Ft ) Downstream point/station elevation = 303 10(Ft ) Pipe length = 5.25(Ft.) Manning's N = 0.013 Page 19 137.000 9605P1.OUT No. of pipes = 1 Required pipe flow = 5.322(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.322(CFS) Normal flow depth in pipe = 4.93(In.) Flow top width inside pipe - 16.06(In.) Critical Depth = 10.67(In.) Pipe flow velocity = 13.54(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.75 min. +++++++++^-^•+++++++++++++-^+++++++++++++++++++++++^-++++++++++++++++ Process from Point/Station 136.000 to Point/Station 137.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.880(Ac.) Runoff from this stream = 5.322(CFS) Time of concentration = 8.75 min. Rainfall intensity - 5.143(In/Hr) Process from Point/Station 138.000 to Point/Station 139.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 80.00(Ft.) Highest elevation = 360.00(Ft.) Lowest elevation = 355.00(Ft.) Elevation difference - 5.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.75 min. TC - [1.8*(1.1-C) •distance'^.5)/(% slope-d/3)] TC - [1.8*(l.l-0.9000)*( 80.00'^.5)/( 6.25^(1/3)]- 1.75 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff - 0.066(CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 139.000 to Point/Station 140.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 355.000(Ft.) End of street segment elevation - 314.000(Ft.) Length of street segment - 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width =• 1.500 (Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Page 20 0.093(CFS) .822(Ft/s) 9605P1.OUT Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street - Depth of flow - 0.074(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel- Halfstreet flow width = 1.500(Ft.) Flow velocity - 2.82(Ft/s) Travel time - 3.31 min. TC - 8.31 min. Adding area flow to street User specified -C value of 0.760 given for subarea Rainfall intensity = 5.317(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.760 Subarea runoff = 3.273(CFS) for 0.810(Ac.) Total runoff = 3.340(CFS) Total area = 0 82(Ac ) Street flow at end of street - 3.340(CFS) Half street flow at end of street = 3.340(CFS) Depth of flow = 0.248(Ft.), Average velocity - 5.099(Ft/s) Flow width (from curb towards crown)- 7.640(Ft.) Process from Point/Station 140.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 137.000 Upstream point/station elevation = 303.60(Ft.) Downstream point/station elevation = 302.83(Ft ) Pipe length - 43.25(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 3.340(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 3.340(CFS) Normal flow depth in pipe - 5.98(In.) Flow top width inside pipe - 16.96 (In.) Critical Depth - 8.36(In.) Pipe flow velocity =• 6.51 (Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) - 8.42 min. Process from Point/Station 140.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 137.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.820(Ac.) Runoff from this stream - 3.340(CFS) Time of concentration - 8.42 min. Rainfall intensity - 5.272(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) Qmax(3) = 54.181 5.322 3.340 000 972 949 1.000 * 1.000 * 0.976 * 1.000 * 9.13 8.75 8.42 .000 .000 ,000 0.958 * 000 000 0.922 * 5,002 5.143 5.272 54.181) + 5.322) + 3.340) + 54.181) + 5.322) + 3.340) + 54.181) + Page 21 62.525 60.468 1.000 1.000 0.963 1.000 9605P1.OUT 5.322) + 3.340) + = 58.407 Total of 3 streams to confluence: Flow rates before confluence point: 54.181 5.322 3.340 Maximum flow rates at confluence using above data- 62.525 60.468 58.407 Area of streams before confluence: 12.060 1.880 0.820 Results of confluence: Total flow rate - 62.525(CFS) Time of concentration - 9.133 min. Effective stream area after confluence = 14.760(Ac.) Process from Point/Station 137.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation - 301.60(Ft.) Downstream point/station elevation - 296.50(Ft ) Pipe length - 85.49(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow =• 62.525(CFS) Given pipe size - 36.00(In.) Calculated individual pipe flow = 62.525(CFS) Normal flow depth in pipe - 15.47(In.) Flow top width inside pipe - 35.64(In.) Critical Depth = 30.54(In.) Pipe flow velocity - 21.53(Ft/s) Travel time through pipe - 0.07 min. Time of concentration (TC) = 9.20 min. f++++++++++++ 128.000 Process from Point/Station 137.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 128,000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 14.760(Ac.) Runoff frora this stream = 62,525(CFS) Time of concentration = 9,20 min. Rainfall intensity = 4.979(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 126,000 to Point/Station **** INITIAL AREA EVALUATION **** 127.000 User specified 'C value of 0.860 given for subarea Initial subarea flow distance = 630,00(Ft,) Highest elevation - 327.00(Ft.) Lowest elevation - 315.00(Ft.) Elevation difference - 12.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 8.75 min TC = [1.8*(l.l-C)*distance'^.5)/(% slope-^d/S)] TC - [1.8*(l.l-0.8600)*(630.00'^.5)/( 1,90'^ (1/3) ]- 8 75 Rainfall intensity (I) = 5.143 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0 860 Subarea runoff - 22.867(CFS) Total initial stream area = 5.170(Ac.) Page 22 9605P1,OUT Process from Point/Station 127,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** <•+++++++++++ 128,000 Upstream point/station elevation - 302.70(Ft ) Downstream point/station elevation = 297 86(Ft ) Pipe length = 48.60(Ft.) Manning's N - 0 013 No. of pipes - 1 Required pipe flow = 22.867(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 22.867(CFS) Normal flow depth in pipe - 9.34 (In.)' Flow top width inside pipe = 23.40(In ) Critical Depth = 20.42(In.) Pipe flow velocity - 20,22(Ft/s) Travel time through pipe - 0,04 min. Time of concentration (TC) = 8.79 liiin. Process from Point/Station127! O00^t7point/Stltior"^''^*'^l2rnnn'*' **** CONFLUENCE OF MAIN STREAMS **** '^omr/btation 128,000 The following data inside Main Stream is listed:" In Main Stream number: 3 Stream flow area = 5,170(Ac) Runoff from this stream - 22,867(CFS) Time of concentration = 8.79 min. Rainfall intensity = 5.128(In/Hr) Summary of stream data: Stream No. 1 2 3 Qmax(l) Flow rate (CFS) 276.546 62.525 22.867 TC (min) 9.77 9.20 8.79 Rainfall Intensity (In/Hr) 4.788 4.979 5.128 Qmax(2) Qmax(3) 1.000 * 1.000 * 0.962 * 1.000 * 0.934 * 1.000 * 1.000 * 0.941 * 1.000 * 1,000 * 0.971 * 1.000 * 1.000 * 0,899 * 1.000 * 0, 955 * 1.000 * 1,000 * 276,546) + 62,525) + 22,867) + - 358,032 276.546) + 62.525) + 22.867) + - 345.046 276.546) + 62.525) + 22.867) + - 331.270 Total of 3 main streams to confluence: Flow rates before confluence point: 276,546 62,525 22,867 Maximum flow rates at confluence using above data- 358,032 345,046 331,270 Area of streams before confluence: 81,340 14,760 5,170 Results of confluence: Total flow rate = 358,032(CFS) Time of concentration = 9,772 min. Effective stream area after confluence 101,270(Ac,) Page 23 9605P1,OUT Process from Point/Station 128,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294.83(Ft,) Downstream point/station elevation - 283.50(Ft,) Pipe length = 273.71(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 358.032(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow - 358,032(CFS) Normal flow depth in pipe - 36,14 (In,) Flow top width inside pipe - 58,73(ln,) Critical depth could not be calculated. Pipe flow velocity - 28.98(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) - 9.93 min. 144.000 Process from Point/Station 128.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 144,000 Along Main Stream number: 1 in normal stream numberT" Stream flow area - 101.270 (Ac) Runoff from this stream - 358.032(CFS) Time of concentration = 9,93 min. Rainfall intensity - 4,739(In/Hr) Process from Point/Station 141,000 to Point/Station **** INITIAL AREA EVALUATION **** 142.000 Decimal fraction soil group A - 0.000 ~" Decimal fraction soil group B - 0,000 Decimal fraction soil group C - 1,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Initial subarea flow distance = 420,00(Ft.) Highest elevation = 346.00(Ft,) Lowest elevation - 338,00(Ft,) Elevation difference - 8,00(Ft,) Time of concentration calculated by the urban areas overland flow raethod (App X-C) - 5.95 min TC - [l,8*(l,l-C)*distance'^,5)/(% slope-^ (1/3) ] TC - [l,8*(l,l-0.9000)*(420,00'^.5)/( 1,90^(1/3)]= 5 95 Rainfall intensity (I) - 6.593 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0 900 Subarea runoff - 20.471(CFS) Total initial stream area - 3.450(Ac.) ••++++++++++++++ Process from Point/Station 142.000 to Point/Station 143 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 327.97(Ft.) ~ Downstream point/station elevation - 289,50(Ft,) Pipe length - 130,30(Ft,) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 20.471(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 20.471(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe = 17.73(In.) Page 24 p ^ , ^ . 9605P1,OUT critical depth could not be calculated. Pipe flow velocity - 29,64(Ft/s) Travel time through pipe = 0,07 min. Time of concentration (TC) = 6.03 min. Process from Point/Station 143.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 287,17 (Ft,) ~ Downstream point/station elevation - 286.17(Ft ) Pipe length = 42,50(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow - 20,471(CFS) Given pipe size - 24,00(In,) Calculated individual pipe flow - 20,471(CFS) Normal flow depth in pipe = 13,27(In.) Flow top width inside pipe = 23,87(In.) Critical Depth = 19.48(In.) Pipe flow velocity - 11.50(Ft/s) Travel time through pipe - 0,06 min. Time of concentration (TC) - 6,09 min. 144,000 9 Process from Point/Station 143,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area - 3, 450 (Ac) Runoff from this stream - 20.471(CFS) Time of concentration - 6,09 min. Rainfall intensity- 6.4 98(In/Hr) Summary of stream data: 144,000 Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 358,032 20,471 Qmax(1) - Qmax(2) - 9,93 6.09 1.000 0.729 1,000 1,000 000 000 613 000 358,032) 20,471) 358,032) 20,471) 739 498 372,961 239.937 Total of 2 streams to confluence: Flow rates before confluence point; 358.032 20.471 Maximum flow rates at confluence using above data: 372.961 239.937 Area of streams before confluence: 101.270 3,450 Results of confluence: Total flow rate - 372.961(CFS) Time of concentration = 9.930 min. Effective stream area after confluence - 104,720(Ac) Process from Point/Station 144,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 147,000 Page 25 9605P1,OUT Upstream point/station elevation = 283.17(Ft.) Downstream point/station elevation - 279.50{Ft.) Pipe length =• 72.13(Ft.) Manning's N = 0,013 No, of pipes - 1 Required pipe flow = 372,961(CFS) Given pipe size - 60,00(In,) Calculated individual pipe flow = 372,961(CFS) Normal flow depth in pipe - 34,69(In.) Flow top width inside pipe = 59.26(In.) Critical depth could not be calculated. Pipe flow velocity = 31.68(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9,97 min. Process from Point/Station 144.000 to Point/Station 147,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal streara nuraber 1 Stream flow area = 104,720 (Ac) Runoff from this stream - 372.961(CFS) Time of concentration - 9.97 min. Rainfall intensity - 4,728(In/Hr) Process from Point/Station 167,000 to Point/Station **** INITIAL AREA EVALUATION **** 125,000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C - 1,000 Decimal fraction soil group D - 0,000 [INDUSTRIAL area type ] Initial subarea flow distance - 25,00(Ft,) Highest elevation - 317.00(Ft,) Lowest elevation - 316.50(Ft,) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.43 min. TC - [1,8* (1,1-C) •distance''.5) / (% 3lope-(l/3)] TC - [l,8*(l,l-0,9000)*( 25,00'',5)/( 2,00^(1/3)]- 1.43 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7,377 for a 100,0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.900 Subarea runoff - 0,066(CFS) Total initial stream area - 0,010(Ac.) Process from Point/Station 125,000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** H-+++++++++ 148.000 Top of street segment elevation = 316,500(Ft.) End of street segment elevation = 292.000(Ft.) Length of street segment = 410.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope frora gutter to grade break (v/hz) - 0,020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10,000(Ft,) Slope from curb to property line (v/hz) - 0,020 Gutter width - 1,500(Ft.) Page 26 V. 0,079(CFS) 2,511(Ft/s) 9605P1,OUT Gutter hike from flowline = 1,500(In,) Manning's N in gutter - 0,0150 Manning's N from gutter to grade break - 0,0150 Manning's N from grade break to crown = 0,0150 Estimated mean flow rate at midpoint of street - Depth of flow » 0.073(Ft,), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1,500(Ft.) Flow velocity = 2,51(Ft/s) Travel time - 2,72 min, TC = 7,72 min. Adding area flow to street Decimal fraction soil group A - 0,000 Decimal fraction soil group B - 0,000 Decimal fraction soil group C = 1,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Rainfall intensity - 5,574(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C Subarea runoff - 1,956 (CFS) for 0.390 (Ac) Total runoff - 2.023 (CFS) Total area - 0,40 (Ac) Street flow at end of street - 2,023(CFS) Half street flow at end of street = 2.023(CFS) Depth of flow = 0.223(Ft.), Average velocity - 4,211(Ft/s) Flow width (from curb towards crown)- 6,396(Ft,) 0,900 Process from Point/Station 148,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 147,000 Upstream point/station elevation = 283,17(Ft,) Downstream point/station elevation - 282,67(Ft,) Pipe length - 4,75(Ft,) Manning's N = 0.013 No, of pipes - 1 Required pipe flow = 2,023(CFS) Given pipe size - 18.00(In,) Calculated individual pipe flow - 2.023(CFS) Normal flow depth in pipe - 2.98(In.) Flow top width inside pipe = 13.37(In.) Critical Depth - 6.43(In.) Pipe flow velocity = 10.58(Ft/s) Travel time through pipe - 0.01 min. Time of concentration (TC) = 7.73 min. Process from Point/Station 148.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 147.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area - 0.400(Ac.) Runoff from this stream = 2.023(CFS) Time of concentration - 7.73 min. Rainfall intensity - 5.570(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 372.961 2.023 Qmaxd) - Qmax(2) 1.000 0.849 9.97 7.73 1.000 1.000 4,728 5.570 372.961) + 2.023) + = Page 27 374,678 p 9605P1,OUT 1,000 * 0,775 * 372,961) + 1,000 * 1,000 * 2,023) + = 291,222 Total of 2 streams to confluence: Flow rates before confluence point: 372.961 2,023 Maximum flow rates at confluence using above data: 374.678 291.222 Area of streams before confluence: 104.720 0.400 Results of confluence: Total flow rate - 374.678(CFS) Time of concentration - 9.968 rain. Effective streeim area after confluence - 105.120(Ac.) Process from Point/Station 147,000 to Point/Station 149,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 279,17(Ft,) Downstream point/station elevation = 277.43(Ft.) Pipe length = 34.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 374.678(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow - 374.678(CFS) Normal flow depth in pipe - 34,73(In.) Flow top width inside pipe - 59,25(In.) Critical depth could not be calculated. Pipe flow velocity - 31,78(Ft/s) Travel time through pipe = 0.02 rain. Time of concentration (TC) = 9,99 min. Process from Point/Station 147.000 to Point/Station 149.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 105.120 (Ac) Runoff from this stream = 374.678(CFS) Time of concentration - 9,99 min. Rainfall intensity = 4,722(In/Hr) Program is now starting with Main Stream No, 2 Process from Point/Station 150,000 to Point/Station 151.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.400 given for subarea Initial subarea flow distance - 40.00(Ft.) Highest elevation = 360.00(Ft.) Lowest elevation = 340.00(Ft.) Elevation difference = 20.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2,16 min, TC - [l,8*(l.l-C)*distance''.5)/(% slope''(1/3) ] TC - [1.8*(l.l-0.4000)*( 40.00'',5)/{ 50,00^(1/3)]= 2,16 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0,400 Subarea runoff = 0,030(CFS) Total initial stream area = 0,010(Ac.) Page 28 p p 9605P1.OUT Process from Point/Station 151.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 340.000 (Ft.) ~ End of street segment elevation - 322.000(Ft!) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 26,000(Ft,) Distance from crown to crossfall grade break - 24,500(Ft,) Slope from gutter to grade break (v/hz) = 0,020 Slope from grade break to crown (v/hz) - 0,020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10,000(Ft,) 152,000 0,020 0.0150 0,0150 0,066(CFS) 1.593(Ft/s) Slope from curb to property line (v/hz) Gutter width - 1,500(Ft,) Gutter hike from flowline - 1,500(In,) Manning's N in gutter = 0,0150 Manning's N from gutter to grade break = Manning's N from grade break to crown - ^, Estimated raean flow rate at midpoint of street Depth of flow - 0,083(Ft,), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1,500(Ft,) Flow velocity - 1.59(Ft/s) Travel time - 9,42 min, TC - 14,42 min. Adding area flow to street User specified 'C value of 0.590 given for subarea Rainfall intensity = 3,726(In/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0 590 Subarea runoff - 5.496(CFS) for 2,500(Ac,) Total runoff - 5.526(CFS) Total area - 2,51(Ac ) Street flow at end of street = 5,526(CFS) Half street flow at end of street = 5,526(CFS) Depth of flow - 0.34O(Ft,), Average velocity - 3,502(Ft/s) Flow width (from curb towards crown)- 12,274(Ft,) Process from Point/Station 152,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 153.000 Upstream point/station elevation - 314.60(Ft.) Downstream point/station elevation - 314,10(Ft,) Pipe length - 5,25(Ft,) Manning's N - 0,013 No, of pipes - 1 Required pipe flow - 5.526(CFS) Given pipe size - 18,00(In,) Calculated individual pipe flow = 5.526(CFS) Normal flow depth in pipe = 5.03 (In.) Flow top width inside pipe - 16.15(In.) Critical Depth - 10.87(In.) Pipe flow velocity - 13.68(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.42 min. Process from Point/Station 152.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 153.000 Along Main Stream number: 2 in normal streara number 1 Stream flow area - 2.510(Ac.) Runoff from this stream = 5.526(CFS) Page 29 p 9605P1.OUT Time of concentration = 14,42 min. Rainfall intensity - 3.725(In/Hr) Process from Point/Station 154.000 to Point/Station 155,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D - 1,000 [INDUSTRIAL area type ] Initial subarea flow distance - 30,00(Ft,) Highest elevation = 340.60(Ft.) Lowest elevation - 340.00(Ft.) Elevation difference - 0,60(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) - 1.17 min. TC - [1.8*(l.l-C)*distance''.5)/(% slope''(l/3)] TC - [l,8*(l.l-0.9500)*{ 30.00''.5)/( 2.00''d/3)3= 1,17 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100,0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0,010(Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155,000 to Point/Station 156,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 340,000(Ft,) End of street segment elevation = 322,000(Ft,) Length of street segment - 1000,000(Ft.) Height of curb above gutter flowline - 6,0(In.) Width of half street (curb to crown) - 26.000(Ft.) Distance from crown to crossfall grade break - 24,500(Ft.) Slope from gutter to grade break (v/hz) - 0,020 Slope from grade break to crown (v/hz) - 0,020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 0.103(CFS) Depth of flow - 0.100(Ft,), Average velocity = 1.709(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 1,71(Ft/s) Travel time = 9.75 min. TC - 14.75 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity - 3.671(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 3.279(CFS) for 0.940(Ac.) Total runoff = 3.349(CFS) Total area = 0.95(Ac.) Street flow at end of street = 3,349(CFS) Page 30 9605P1,OUT Half street flow at end of street - 3.349(CFS) Depth of flow = 0.300(Ft,), Average velocity = 2.983(Ft/s) Flow width (from curb towards crown)- 10.254(Ft.) Process from Point/Station 156.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 153.000 Upstream point/station elevation = 314.70(Ft.) Downstream point/station elevation = 313.60(Ft.) Pipe length = 55.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 3.349(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 3.349(CFS) Normal flow depth in pipe = 5.82(In.) Flow top width inside pipe = 16.84(In.) Critical Depth = 8.37(In.) Pipe flow velocity - 6.78(Ft/s) Travel time through pipe - 0.14 min. Time of concentration (TC) - 14.89 min. Process from Point/Station 156,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 153,000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0,950 (Ac) Runoff from this stream = 3,349(CFS) Time of concentration = 14,89 rain. Rainfall intensity - 3,650(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 526 349 ,000 .000 14.42 14.89 1 0 Qmax(2) - 0.980 1.000 .000 ,969 1.000 1.000 3.725 3.650 5.526) + 3.349) + 5.526) + 3.349) + 8.770 8.762 Total of 2 streams to confluence: Flow rates before confluence point: 5.526 3.349 Maximum flow rates at confluence using above data: 8.770 8.762 Area of streams before confluence: 2.510 0.950 Results of confluence: Total flow rate = 8.770(CFS) Time of concentration - 14.422 min. Effective stream area after confluence = 3.460(Ac.) Process from Point/Station 153.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 157.000 Upstream point/station elevation 313.27(Ft.) Page 31 p p 9605P1.OUT Downstream point/station elevation - 305.33(Ft.) Pipe length = 296.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 8.770(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow - 8.770(CFS) Normal flow depth in pipe - 9.11(In.) Flow top width inside pipe - 18,00(In,) Critical Depth = 13.75(In,) Pipe flow velocity = 9,78(Ft/s) Travel time through pipe - 0,50 min. Time of concentration (TC) = 14,93 min. Process from Point/Station 157,000 to Point/Station 169,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 305,00(Ft,) Downstream point/station elevation = 291,00(Ft.) Pipe length - 241,53(Ft,) Manning's N - 0,013 No, of pipes - 1 Required pipe flow - 8,770(CFS) Given pipe size - 18,00(In.) Calculated individual pipe flow = 8,770(CFS) Normal flow depth in pipe = 7,31(In,) Flow top width inside pipe - 17,68(In,) Critical Depth = 13,75(In,) Pipe flow velocity - 13,01(Ft/s) Travel time through pipe - 0,31 min. Time of concentration (TC) - 15,24 min. Process from Point/Station 169,000 to Point/Station 160,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290,67(Ft,) Downstream point/station elevation = 287,00(Ft.) Pipe length = 105,70(Ft,) Manning's N - 0,013 No, of pipes = 1 Required pipe flow - 8,770(CFS) Given pipe size = 18.00(In,) Calculated individual pipe flow = 8.770(CFS) Normal flow depth in pipe - 8.44(In.) Flow top width inside pipe = 17,97(In,) Critical Depth = 13,75(In.) Pipe flow velocity = 10.77(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 15.40 min. Process from Point/Station 169.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuraber: 2 in norraal stream number 1 Stream flow area = 3.4 60(Ac.) Runoff from this stream = 8.770(CFS) Time of concentration = 15.40 min. Rainfall intensity - 3.571(In/Hr) Process from Point/Station 158.000 to Point/Station 152.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Page 32 9605P1.OUT Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 30.00(Ft.) Highest elevation = 322,60(Ft,) Lowest elevation = 322,00(Ft,) Elevation difference = 0,60(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) - 1.57 min, TC - [1.8*(l,l-C)*distance'',5)/(% slope-(l/3)] TC = [1,8*(1.1-0,9000)*( 30,00'',5)/( 2,00^(1/3)]= 1,57 Setting tirae of concentration to 5 minutes Rainfall intensity (I) = 7,377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0,900 Subarea runoff - 0,066(CFS) Total initial stream area - 0,010 (Ac) Process from Point/Station 152.000 to Point/Station 159,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 322.000(Ft,) End of street segment elevation = 295.000(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 26.000(Ft,) Distance from crown to crossfall grade break = 24,500(Ft,) Slope from gutter to grade break (v/hz) - 0,020 Slope from grade break to crown (v/hz) = 0,020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10,000(Ft,) Slope frora curb to property line (v/hz) - 0,020 Gutter width - 1,500(Ft,) Gutter hike from flowline - 1,500(In,) Manning's N in gutter - 0,0150 Manning's N from gutter to grade break = 0,0150 Manning's N from grade break to crown - 0,0150 Estimated raean flow rate at midpoint of street - 0.130(CFS) Depth of flow - 0.094(Ft.), Average velocity - 2.481(Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width - 1,500(Ft.) Flow velocity - 2,48(Ft/s) Travel time = 4,37 min, TC - 9,37 min. Adding area flow to street User specified 'C value of 0.570 given for subarea Rainfall intensity - 4,921(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.570 Subarea runoff = 5.414 (CFS) for 1.930 (Ac) Total runoff = 5.480(CFS) Total area = 1.94(Ac.) Street flow at end of street = 5.480(CFS) Half street flow at end of street - 5.480(CFS) Depth of flow - 0.306(Ft.), Average velocity - 4.612(Ft/s) Flow width (from curb towards crown)- 10.568(Ft.) Process from Point/Station 159.000 to Point/Station 159.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.580 given for subarea Time of concentration = 9.37 min. Rainfall intensity = 4.921(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.580 Page 33 Subarea runoff Total runoff - 9605P1.OUT 2.740(CFS) for 0.960(Ac.) 8.220(CFS) Total area = 2.90(Ac.) Process from Point/Station 159.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 160,000 Upstream point/station elevation - 286,27(Ft,) Downstream point/station elevation - 285,90(Ft,) Pipe length - 5,24(Ft,) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 8,220(CFS) Given pipe size - 18,00(In,) Calculated individual pipe flow - 8,220(CFS) Normal flow depth in pipe - 6,69(In,) Flow top width inside pipe = 17,40(In.) Critical Depth - 13,32(In,) Pipe flow velocity - 13,74(Ft/s) Travel time through pipe - 0,01 min. Time of concentration (TC) - 9,37 rain. Process from Point/Station 159,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 160,000 P Along Main Stream number: 2 in normal streeim number 2 Stream flow area - 2. 900 (Ac) Runoff from this stream = 8.220(CFS) Time of concentration = 9.37 min. Rainfall intensity = 4.919(In/Hr) Process from Point/Station 158.000 to Point/Station **** INITIAL AREA EVALUATION **** 156.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 30.00(Ft.) Highest elevation = 322.60(Ft.) Lowest elevation = 322.00(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 1.57 min. TC = [1.8*(1.1-C)•distance".5)/(% slope-(l/3)] TC - [1.8*(l.l-0.9000)*( 30.00''.5)/( 2 . 00" (1/3) ] = 1.57 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff = 0.066(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 156.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 161.000 Top of street segment elevation = 322.000(Ft.) End of street segment elevation = 295.000(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Page 34 p 9605P1.OUT Width of half street (curb to crown) - 26.000(Ft.) Distance from crown to crossfall grade break - 24,500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10,000(Ft,) Slope from curb to property line (v/hz) = 0,020 Gutter width - 1,500(Ft,) Gutter hike from flowline = 1,500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estiraated raean flow rate at midpoint of street - 0.088(CFS) Depth of flow = 0.081(Ft.), Average velocity - 2.208(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 2.21(Ft/s) Travel time - 5.13 min. TC - 10.13 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0,000 [INDUSTRIAL area type ] Rainfall intensity - 4,678(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.900 Subarea runoff = 2,694 (CFS) for 0,640 (Ac) Total runoff - 2,761 (CFS) Total area - 0,65 (Ac) Street flow at end of street - 2,761(CFS) Half street flow at end of street - 2,761(CFS) Depth of flow - 0.256(Ft,), Average velocity - 3,856(Ft/s) Flow width (from curb towards crown)- 8,029(Ft.) Process from Point/Station 161,000 to Point/Station PIPEFLOW TRAVEL TIME (User specified size) **** **** Upstream point/station elevation - 287,50(Ft.) Downstream point/station elevation = 285.50(Ft.) Pipe length - 55,26(Ft,) Manning's N = 0,013 No, of pipes - 1 Required pipe flow - 2,761(CFS) Given pipe size - 18,00(In,) Calculated individual pipe flow = 2,761(CFS) Normal flow depth in pipe - 4,52(In,) Flow top width inside pipe = 15.61(In.) Critical Depth - 7,57(In,) Pipe flow velocity = 7.94(Ft/s) Travel time through pipe - 0.12 min. Time of concentration (TC) - 10.25 min. ++++^ Process from Point/Station 161.000 to Point/Station 160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara number: 2 in normal stream number 3 Stream flow area = 0.650(Ac.) Runoff from this stream - 2.761(CFS) Time of concentration = 10.25 min. Rainfall intensity- 4.644(In/Hr) Summary of streaun data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) Page 35 9605P1.OUT 1 8 770 15 40 3. 571 2 8 220 9 37 4. 919 3 2.761 10 25 4. 644 Qmax(1) = 1.000 * 1.000 * 8 770) + 0.726 * 1.000 * 8 220) + 0.769 * 1.000 * 2 761) + = 16. 861 Qmax(2) — 1.000 * 0,609 * 8 ,770) + 1.000 * 1,000 * 8 ,220) + 1.000 * 0,915 * 2 .761) + -16. 083 Qmax(3) — 1.000 * 0.665 * 8 .770) + 0.944 * 1.000 * 8 .220) + 1.000 * 1.000 * 2 .761) + = 16 357 Total of 3 streams to confluence: Flow rates before confluence point: 8.770 8.220 2.761 Maximum flow rates at confluence using above data: 16.861 16.083 16.357 Area of streams before confluence: 3.460 2.900 0.650 Results of confluence: Total flow rate = 16.861(CFS) Time of concentration - 15.399 min. Effective streara area after confluence = 7.010(Ac.) Process from Point/Station 160.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.80(Ft.) Downstream point/station elevation - 280.00(Ft.) Pipe length = 92,50(Ft,) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 16,861(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 16.861(CFS) Normal flow depth in pipe - 11,14(In,) Flow top width inside pipe = 17,48(In.) Critical depth could not be calculated. Pipe flow velocity - 14,67(Ft/s) Travel time through pipe - 0.11 rain. Time of concentration (TC) = 15.50 min. 149.000 Process from Point/Station 160.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 149.000 The following data inside Main Stream is listed: In Main Stream niomber: 2 Stream flow area = 7.010(Ac.) Runoff from this stream = 16.861(CFS) Time of concentration - 15.50 min. Rainfall intensity - 3.555(In/Hr) Simmary of streeim data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Page 36 1 2 Qmaxd) 374.678 16.861 9.99 15.50 9605P1.OUT 4.722 3.555 Qmax(2) 1.000 1.000 0.753 1.000 1,000 * 0,644 * 1,000 * 1,000 * 374,678) 16,861) 374,678) 16,861) + + - + + = 385.537 298.962 Total of 2 main streams to confluence: Flow rates before confluence point: 374.678 16.861 Maximum flow rates at confluence using above data. 385.537 298.962 Area of streams before confluence: 105.120 7.010 Results of confluence: Total flow rate - 385.537(CFS) Time of concentration = 9.985 mm. Effective stream area after confluence = 112,130 (Ac) process from point/Station 149,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation - 277 43(Ft ) Downstream point/station elevation - 268.42(Ft ) Pipe length - 175.80(Ft.) Manning's N- 0 013 No. of pipes - 1 Required pipe flow = 385.537(CFS) Given pipe size = 60.00(In.) co, ,CFS) Calculated individual pipe flow =385.537(CFS) Normal flow depth in pipe = 3^.39(In.) Flow top width inside pipe = 59.02(In.) Critical depth could not be calculated. Pipe flow velocity = 32,02(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) = 10,08 min. 162.000 Process from Point/Station 162,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 163.000 upstream point/station elevation -268 00(Ft.) Downstream point/station elevation = 230-i0<^^-^ Pipe length = 324.30(Ft.) "^'^'^^^^^ = °:°"cFS) No of pipes - 1 Required pipe flow = 385.537(CFS) Given pipe size = 60.00 (In.) ."57 (CFS) Calculated individual pipe flow =385.537(CFS) Normal flow depth in pipe = 27 61(In.) Flow top width inside pipe = 59.aiun.) Critical depth could not be calculated. Pipe flow velocity = 43.72(Ft/s) Travel time through pipe = 0.12 ^m. Time of concentration (TC) = 10.20 mm. Process frora Point/Station 163.000 to Point/Station 168.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 229.10(Ft.) Page 37 9605P1.OUT #Downstream point/station elevation =227.00(^ Pipe length = 167.87 (Ft.) "^^^^ ^_ 537(CFS) ( No^ of pipes = 1 ^^^if^P^f- 385.537(CFS) V Given pipe size = bb.uuun.j S37(CFS) calculated individual pipe flow - 385.537(CFS) Normal flow depth in pipe = ".88(In.) Flow top width inside pipe = 47.57(in.) Critical Depth - 61.82(ln.) Pipe flow velocity = 17.99(Ft/s) Travel time through pipe = 0.16 i^in. Time of concentration (TC) = 10.36 mm. End of computations, total study area = 112-13 (Ac.) Page 38 146.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/09/03 CARLSBAD OAKS NORTH NODE 14 6 OF BASIN 1 146.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++^ Process from Point/Station 167.000 to Point/Station 136.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 70.00(Ft.) Highest elevation = 317.00(Ft.) Lowest elevation = 314.00(Ft.) Elevation difference = 3.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.39 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.9500)*( 70.00".5)/( 4.29"(l/3)]= 1.39 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 146.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 314.000(Ft.) End of street segment elevation = 291.500(Ft.) Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 1 146.OUT Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.103(CFS) Depth of flow = 0.082(Ft.), Average velocity = 2.575(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.57(Ft/s) Travel time = 2.72 min. TC = 7.72 min. Adding area flow to street User specified 'C value of 0.580 given for subarea Rainfall intensity = 5.575(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.5au Subarea runoff = 3.072(CFS) for 0.950(Ac.) Total runoff = 3.142(CFS) Total area = 0.96(Ac.) Street flow at end of street = 3.142(CFS) Half street flow at end of street = 3.142(CFS) Depth of flow = 0.254(Ft.), Average velocity = 4.458(Ft/s) Flow width (from curb towards crown)- 7.959(Ft.) ++++++++++++++++++-» , . Process from Point/Station 146.000 to Point/Station 159.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 287.14(Ft.) Downstream point/station elevation = 286.73(Ft.) Pipe length = 54.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.142(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.142(CFS) Normal flow depth in pipe = 7.28(In.) Flow top width inside pipe = 17. 67 (In.) Critical Depth = 8.11(In.) Pipe flow velocity = 4.69(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.91 min. End of computations, total study area = 0.96 (Ac.) Page 2 Basin 1 Main Line Hydraulics 9605P1.RES I****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * CARLSBAD OAKS NORTH ^ * PROPOSED BASIN I - MAIN LINE ^ * QfiOSPl RES *l*****'******************************************************************* FILE NAME: 9605P1.DAT TIME/DATE OF STUDY: 07:51 03/30/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) P NODE NUMBER 168.00- 1 163.10- 1 163.00- 1 162.10- } )- } )- ) )- } 162.00- } 149.00- } 147.10- } 147.00- } 144.10- } 144.00- } 128.10- } 128.00- } 119.10- } 119.00- } 118.10- UPSTREAM RUN MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 14.40* 29386,70 } HYDRAULIC JUMP 29551.40 FRICTION JUNCTION FRICTION JUNCTION FRICTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 14.51 11.70 4.87 DC 4.87 Dc 4.87 Dc 4.85 Dc 4.85 DC 4.85 Dc 5.58 4.82 Dc 8.85 4.57 DC 4.33 Dc 4.33*Dc 25934.07 17668.07 17668.07 16859.50 16859.00 16732.46 16732.46 16423.33 15639.51 15331.43 10418.86 11091.88 11091.87 DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 2.75 2.26* 2.39* 3.03* 3.04* 3.17* 3.23* 3.21* 3.37* 3.12* 3.48* 2.19* 2.27* 2.34* 4.33*Dc 25136.33 31902.98 31719.69 24116.78 24046.28 23046.95 21473.07 21414.95 20428.55 20350.11 18426.31 18388.30 17576.82 17514.84 11091.87 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE^- 25 "NOTE~'STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ************************************************************************** Page 1 9605P1.RES DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 168.00 FLOWLINE ELEVATION - 227.00 PIPE FLOW - 385,40 CFS PIPE DIAMETER = 66.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 241.400 FEET NODE 168.00 : HGL - < 241.400>,-EGL= < 245. 486>; FLOWLINE- < 227.000> t******************** ************************************************************ FLOW PROCESS FROM NODE 168.00 TO NODE 163.10 IS'CODE = 1 UPSTREAM NODE 163.10 ELEVATION = 229.10 (HYDRAULIC JUMP_OCCURS)_ CALCULATE FRICTION LOSSES (LACFCD) : ^„^„,,c PIPE FLOW - 385.40 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH - 167.87 FEET MANNING'S N HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) - 4.65 & 5.48 CRITICAL DEPTH(FT) = NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 5.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 32.212 64.669 97.403 130.451 163.861 167.870 FLOW DEPTH VELOCITY (FT) 2.256 2.352 2.448 2.543 2.639 2.735 2.746 (FT/SEC) 41.979 39.730 37.700 35.861 34.189 32.663 32.491 SPECIFIC ENERGY(FT) 29.637 26.878 24.531 22.525 20.800 19.312 19.149 PRESSURE+ MOMENTUM(POUNDS) 31902.98 30279.38 28822.34 27510.79 26327.10 25256.36 25136.33 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 14.40 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 167.870 PRESSURE HEAD(FT) 14.400 14.511 VELOCITY (FT/SEC) 16.222 16.222 SPECIFIC ENERGY(FT) 18.486 18.597 PRESSURE+ MOMENTUM(POUNDS) 29386.70 29551.39 END OF HYDRAULIC JUMP ANALYSIS ---- PRPqqURE+MOMENTUM BALANCE OCCURS AT 118.36 FEET UPSTREAM OF NODE 168.00 ^ SSSSAM DEP™ =14.47 8 FEET, UPSTREAM CONJUGATE DEPTH = 2.403 FEET_| NODE 163.10 : HGL - < 231.356>;EGL- < 258.737>;FLOWLINE- < 229.100> ,*********************•' ********************************************************' FTOW PROCESS FROM NODE 163.10 TO NODE 163.00 IS CODE - 5 ™RE^ NODE 163.00 ELEVATION = 230.10 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 385.40 385.40 0.00 0.00 DIAMETER (INCHES) 60.00 66.00 0.00 0.00 ANGLE (DEGREES) 0.00 00 00 FLOWLINE ELEVATION 230.10 229.10 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS) • CRITICAL DEPTH(FT.) 4.87 5.15 0.00 0.00 VELOCITY (FT/SEC) 41.692 41.992 0.000 0.000 Page 2 9605P1.RES Q4*V4*COS(DELTA4))/((Al+A2)*16,l)+FRICTION LOSSES nPSTREAM- MANNING'S N - 0,01300; FRICTION SLOPE = 0.10290 Ss?^: SiNG'S N = 0.01300; FRICTION SLOPE = 0.10579 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.10434 •mNCTION LENGTH = 4.00 FEET mzclim LOSSES - 0.417 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.739)+( 0.000) - 0.739 0.000 FEET NODE 163.00 HGL = < 232.485>;EGL= < 259.476>;FLOWLINE- < 230.100> ******************************************** ********************************** FLOW PROCESS FROM NODE 163.00 TO NODE 162.10 CODE - 1 UPSTREAM NODE 162,10 ELEVATION^- 268^00^^^FLOW^ISJUPERCRITI^^^ CALCULATE FRICTION LOSSES (LACFCD) : cnnnTNrHF<? ^ 385.40 CFS PIPE DIAMETER = 60.00 INCHES PIPI LESGTH = 324!30 FEET MANNING'S N _=__0-01300 NORMAL DEPTH(FT) = 2.30 CRITICAL DEPTH(FT) -4.87 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3,03 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: P DISTANCE FROM CONTROL(FT) 0,000 4.601 9.496 14.713 20.284 26.244 32.637 39.511 46.923 54.943 63.651 73.146 83.548 95.006 107.708 121.897 137.893 156.127 177,208 202,023 231,952 269.302 318.406 324.300 DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 3.033 30. 914 17.882 3.004 31.275 18.201 2.974 31.644 18.533 2.945 32.023 18.879 2.916 32.413 19,239 2.886 32.812 19,615 2.857 33.223 20,007 2.828 33.644 20,415 2.798 34.077 20.842 2.769 34.522 21.286 2.740 34.979 21.751 2.710 35.450 22.236 2.681 35.933 22.743 2.652 36.430 23.273 2.622 36.942 23.827 2.593 37.469 24.406 2.564 38.010 25.012 2.534 38.568 25.647 2.505 39.143 26.312 2.476 39.735 27.008 2.446 40.346 27.738 2.417 40.975 28.504 2.388 41.624 29.307 2.385 41.679 29.376 PRESSURE+ MOMENTUM(POUNDS) 24116.78 24363.11 24616.74 24877.90 25146.82 25423.77 25709.02 26002.85 26305.55 26617.43 26938.82 27270.06 27611.50 27963.51 28326.51 28700.88 29087.08 29485.55 29896.79 30321.30 30759.61 31212.29 31679.95 31719.69 NODE 162.10 : HGL 271.033>;EGL= < 285.882>;FLOWLINE- < 268.000> ******************** FLOW PROCESS FROM NODE UPSTREAM NODE 162.00 r*************** ************** *****************************^ 162 10 TO NODE 162.00 IS CODE = 5 ELEVATION - 268.42 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 385.40 385.40 0,00 0.00 DIAMETER (INCHES) 60.00 60.00 0.00 0.00 ANGLE (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 268.42 268. 0. 0. Page 3 .00 .00 ,00 CRITICAL DEPTH(FT.) 4.87 4.87 0.00 0.00 VELOCITY (FT/SEC) 30.821 30.924 0.000 0.000 Q5 9605P1.RES 0.00—-Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.04652 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE =0.04692 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04672 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.187 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.329)+( 0.000) - 0.329 0.000 FEET NODE 162.00 : HGL = < 271.462>;EGL- < 286.212>;FLOWLINE- < 268.420> ****************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 149 00 CODE =1 UPSTREAM NODE 149.00 ELEVATION - 277M3 ^FLOW^IS^SUPERCRITICAL)^ CALCULATE FRICTION LOSSES (LACFCD) : cnnnTMrHF<? PIPE FLOW = 385.40 CFS PIPE DIAMETER - 60.00 INCHES PIPE LENGTH - 175.80 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 2.95 CRITICAL DEPTH(FT) = 4.87 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3.17 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: P DISTANCE FROM FLOW DEPTH CONTROL(FT) (FT) 0.000 3.171 7.951 3.162 16.287 3.154 25.042 3.145 34.255 3.136 43.971 3.127 54.242 3.118 65.128 3.109 76.700 3.100 89.041 3.091 102.250 3.082 116.449 3.073 131.784 3.064 148.437 3.055 166.639 3.046 175.800 3.042 NODE 149.00 HGL = < 280 VELOCITY (FT/SEC) 29.335 29.432 29.529 29.628 29.727 29.827 29.927 30.029 30.131 30.234 30.338 30.443 30.548 30.655 30.762 30.811 SPECIFIC PRESSURE+ ENERGY( FT) MOMENTUM(POUNDS 16. 542 23046. 95 16. 621 23112. 02 16. 702 23177. 68 16. 783 23243. 91 16 866 23310. 74 16 949 23378. 17 17 034 23446. 19 17 119 23514 82 17 206 23584 06 17 .294 23653 92 17 .383 23724 41 17 .473 23795 .52 17 .564 23867 .26 17 .656 23939 .65 17 .749 24012 .69 17 .792 24046 .28 280.601>;EGL= < 293.972>;FLOWLINE- < 277.430> ************************ ************************************* 147.10 IS CODE ***************** FLOW PROCESS FROM NODE 149.00 TO NODE ctiPFRrRITICAL) UPSTREAM NODE 147.10 ELEVATION- 279.17 (FLOW ISJUPERCRITICAL)^ CALCULATE FRICTION LOSSES(LACFCD): p'^p^^ .Qj, ^ 374.70 CFS PIPE DIAMETER llll LESGTH = 34!00 FEET MANNING'S N - 0.01300_ 60.00 INCHES NORMAL DEPTH(FT) = 2.90 CRITICAL DEPTH(FT) = 4.85 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.23^ 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: P DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC Page 4 PRESSURE+ 9605P1.RES CONTROL(FT) 0.000 7.301 14.978 23.065 31.601 34.000 (FT) (FT/SEC) ENERGY(FT) 3.228 27.941 15.358 3.215 28.074 15.461 3.202 28.209 15.566 3.188 28.345 15.672 3.175 28.483 15.781 3.171 28.520 15.810 MOMENTUM(POUNDS) 21473.07 21558.83 21645.72 21733.78 21823.02 21846.93 NODE 147.10 : HGL = < 282.398>;EGL- < 294.528>;FLOWLINE- < 279.170> ************************************* *********************** ****************** 147.00 IS CODE - 5 FLOW PROCESS FROM NODE 147.10 TO NODE qnPFRCRITICAL) UPSTREAM NODE 147.00 ELEVATION- 279.50 (FLOW^IS JUPERCRITICAL)^ CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 373.00 374.70 1.70 0.00 DIAMETER (INCHES) 60.00 60.00 18.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 279.50 279.17 282.67 0.00 CRITICAL DEPTH(FT.) 4.85 4.85 0.49 0.00 VELOCITY (FT/SEC) 28.019 27.949 3.388 0.000 0.00===Q5 EQUALS BASIN INPUT==- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(02 *V2-Ql*VI* COS(DELTAl)-Q3 *V3 * COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM- MANNING'S N = 0.01300; FRICTION SLOPE = 0.03719 SOS?^AM: SING'S N - 0.01300; FRICTION SLOPE = 0.03688 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03704 SSSS IfstTs : O'ifs SfT ™CE --ES = 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.371)+( 0.000) - 0.371 NODE 147.00 : HGL = < 282.709>;EGL- < 294.899>;FLOWLINE- < 279.500> ********************************** ********************* *•***********************•' FLOW PROCESS FROM NODE 147.00 TO NODE 144.10 CODE - . UPSTREAM NODE 144.10 ELEVATION = 283d7^_|FL0W^IS^SUPERCRITICAL CALCULATE FRICTION LOSSES (LACFCD) : ,„ TTjrHFq PIPE FLOW - 373.00 CFS PIPE DIAMETER = 60.00 INCHES llll LESGTH - 72.13 FEET MANNING•S_N__=__0.01300_ CRITICAL DEPTH(FT) = NORMAL DEPTH(FT) = 2.89 4.85 3.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH^FT)^^-^^^ "RADUALLY'VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 6.620 13.611 21.007 28.848 37.175 46.041 55.505 65.636 72.130 FLOW DEPTH (FT) 3.374 3.355 3.336 3.316 3.297 3.278 3.259 3.239 3.220 3.209 VELOCITY (FT/SEC) 26.450 26.621 26.794 26.970 27.149 27.331 27.516 27.704 27.895 28.010 SPECIFIC ENERGY(FT) 14.245 14.366 14.491 14.619 14.750 14.884 15.023 15.165 15.310 15.399 PRESSURE+ MOMENTUM(POUNDS) 20428.55 20535.04 20643.62 20754.32 20867.18 20982.25 21099.55 21219.14 21341.05 21414.95 NODE 144.10 : HGL 286.544>;EGL= < 297.415>;FLOWLINE- < 283.170> Page 5 9605P1.RES ****************************************************************************** FLOW PROCESS FROM NODE 144.10 TO NODE 144.00 IS CODE - 5 UPSTREAM NODE 144.00 ELEVATION - 283.50 (FLOW IS SUPERCRITICAL) P CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 358.00 373.00 15.00 0.00 DIAMETER (INCHES) 60.00 60.00 24.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 283.50 283.17 286.17 0.00 CRITICAL DEPTH(FT.) 4.82 4.85 1.40 0.00 VELOCITY (FT/SEC) 27.760 26.458 6.407 0.000 0.00—=Q5 EQUALS BASIN INPUT—= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1* COS(DELTAl)-Q3 *V3 * COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03469 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES - 0.139 FEET ENTRANCE LOSSES = JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.174)+( 0.000) - 1.174 03711 03228 0.000 FEET NODE 144.00 : HGL - < 286.622>;EGL= < 298.588>;FLOWLINE- < 283.500> i***************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 128.10 IS CODE = 1 UPSTREAM NODE 128.10 ELEVATION = 294.83 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 358.00 CFS PIPE DIAMETER - 60.00 INCHES PIPE LENGTH = 273.71 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) -3.01 CRITICAL DEPTH(FT) -4.82 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 3.479 24. 538 12. 835 18426. 31 6. 730 3.460 24. 684 12. 928 18510. 67 13. 838 3.442 24. 832 13. 023 18596. 70 21. 361 3.423 24. 983 13. 121 18684. 41 29. 335 3.404 25. 136 13. 221 18773. 85 37 . 807 3.386 25. 291 13. 324 18865. 03 46. 828 3.367 25. 449 13 430 18957 98 56 458 3.348 25. 609 13 538 19052 75 66 768 3.329 25. 772 13 649 19149 35 77 840 3.311 25 937 13 763 19247 81 89 775 3.292 26 105 13 880 19348 18 102 692 3.273 26 275 14 000 19450 48 116 738 3.254 26 448 14 123 19554 74 132 .096 3.236 26 624 14 .249 19661 .01 148 .994 3.217 26 803 14 .379 19769 .32 167 .729 3.198 26 .984 14 .512 19879 .71 188 .691 3.180 27 .168 14 .648 19992 .21 212 .405 3.161 27 .356 14 .788 20106 .86 239 .612 3.142 27 .546 14 .932 20223 .70 271 .395 3.123 27 .739 15 .079 20342 .79 273 .710 3.122 27 .751 15 .088 20350 .11 NODE 128.10 HGL = < 298.309>;EGL= < 307.665>;FLOWLINE- < 294.830> Page 6 9605P1.RES ***************************************************************************** FLOW PROCESS FROM NODE 128.10 TO NODE 128.00 IS CODE - 5 UPSTREAM NODE 128.00 ELEVATION- 295.16 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 276.50 358.00 59.60 21.98 DIAMETER (INCHES) 60.00 60.00 36.00 24.00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 90.00 90.00 295.16 294.83 296.83 297.83 CRITICAL DEPTH(FT.) 4.57 4.82 2.49 1.67 VELOCITY (FT/SEC) 33.431 24.546 9.489 7.825 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.07152 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.02738 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04945 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.198 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 7.040)+( 0.000) = 7.040 NODE 128.00 : HGL = < 297,350>;EGL= < 314.705>;FLOWLINE- < 295,160> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 119.10 128.00 TO NODE 119.10 IS CODE = 1 ELEVATION - 301.00 (FLOW IS SUPERCRITICAL) P CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 276.50 CFS PIPE DIAMETER - 60.00 INCHES PIPE LENGTH = 63.92 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 2.05 CRITICAL DEPTH(FT) = 4.57 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -2.27 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 5.528 11.331 17.434 23.866 30.658 37 .849 45.481 53.605 62.281 63.920 FLOW DEPTH (FT) 2.273 2.264 2.255 2.246 2.237 2.228 2.219 2.210 2.201 2.191 2.190 VELOCITY (FT/SEC) 31.824 31.991 32.160 32.330 32.502 32.676 32.851 33.028 33.208 33.389 33.421 SPECIFIC ENERGY(FT) 18.010 18.166 18.325 18.486 18.650 18.817 18.987 19.159 19.335 19.513 19.545 PRESSURE+ MOMENTUM(POUNDS) 17576.82 17661.30 17746.71 17833.08 17920.40 18008.70 18097.99 18188.28 18279.59 18371.93 18388.30 NODE 119.10 : HGL = < 303.273>;EGL- < 319.010>;FLOWLINE- < 301.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 119.00 119.10 TO NODE 119.00 IS CODE = 5 ELEVATION = 301.50 (FLOW IS SUPERCRITICAL) • CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 270.50 54.00 0.00 301.50 Page 7 CRITICAL DEPTH(FT.) 4.33 VELOCITY (FT/SEC) 32.425 DOWNSTREAM LATERAL #1 LATERAL #2 Q5 9605P1.RES 276.50 60.00 - 301.00 3.70 18.00 90.00 304.00 2.30 18.00 90.00 304.00 0.00—=Q5 EQUALS BASIN INPUT=== 4.57 0.73 0.57 31.834 4.299 3.704 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Q1*V1*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06464 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.259 FEET ENTRANCE LOSSES - JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.152)+( 0.000) - 1.152 06663 06264 0.000 FEET NODE 119.00 : HGL - < 303.837>;EGL- < 320.162>;FLOWLINE- < 301.500> *********************************************** ******************************* FLOW PROCESS FROM NODE UPSTREAM NODE 118.10 119.00 TO NODE ELEVATION - 118.10 IS CODE = 1 326.13 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 270.50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 310.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) -2.22 CRITICAL DEPTH(FT) -4.33 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.33 P GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.172 0. 667 1.472 2.589 4.033 5.827 8.004 10.603 13.678 17.294 21.530 26.489 32.299 39.123 47.175 56.739 68.204 82.115 99.279 120.950 149.236 188.097 246.442 310.000 "NODE"'118.10 : HGL - < 330 . 462>;EGL= < 335 . 065>; FLOWLINE= < 326.130> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 118.10 FLOWLINE ELEVATION = 326.13 Page 8 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 4.332 17.211 8.935 11091.87 4.247 17.389 8.945 11102.45 4.163 17.602 8.977 11132.54 4.078 17.847 9.027 11180.76 3.994 18.124 9.097 11246,51 3.909 18.431 9.187 11329,66 3.825 18.770 9.299 11430,40 3.740 19.140 9.432 11549,16 3.655 19.543 9.589 11686,59 3.571 19.980 9.773 11843,51 3.486 20.453 9.986 12020,96 3.402 20.964 10.230 12220,13 3.317 21.516 10.510 12442,41 3.233 22.112 10.829 12689,42 3.148 22.755 11.193 12963,01 3.064 23.449 11.607 13265.27 2. 979 24.199 12.078 13598.61 2.895 25.010 12.613 13965.77 2.810 25.887 13.223 14369.89 2.725 26.839 13.917 14814.56 2.641 27.871 14.711 15303.90 2.556 28.995 15.619 15842.68 2. 472 30.219 16.660 16436.39 2.387 31.556 17.859 17091.42 2.337 32.414 18.662 17514.84 9605P1.RES ASSUMED UPSTREAM CONTROL HGL = 330.46 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • P Page 9 Basin 1 Faraday Hydraulics 9605P1F.RES ********************************************************^^^^^^^^^^.^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * BASIN 1 FARADAY EXTENTION * * 9605P1F.RES * *****************************************************^,^,^,^^^^^^.^^^^^^^^^^^^ FILE NAME: 9605P1F.DAT TIME/DATE OF STUDY: 08:53 03/30/2004 ********************************************************^*^,^,^^^,.^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN P NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH (FT) MOMENTUM(POUNDS 149.00-1 .44 Dc 393 59 0 95* 499.86 ) FRICTION 499.86 160.10-1 44*Dc 393 59 1 44*Dc 393.59 } JUNCTION 393.59 160.00-1 49 166 66 0 71* 198.24 } FRICTION 198.24 169.10-1 15 Dc 150 14 0 62* 228.43 } JUNCTION 228.43 169.00-1 15 Dc 150 14 0 62* 230.91 } FRICTION 230.91 157.10-1 15 Dc 150 14 0 74* 189.69 } JUNCTION 189.69 157.00-1 15 Dc 150 14 0 77* 182.37 } FRICTION 182.37 158.00-1 15*Dc 150. 14 1. 15*Dc 150.14 } JUNCTION 150.14 153.20-1. 41* 106. 67 0. 60 99.78 ) FRICTION } HYDRAULIC JUMP 99.78 152.00-0. 90*Dc 79. 82 0. 90*Dc 79.82 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM *********************************************************^,^,.,,.,,^,.,,^^^.^.^^'^^.^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 149.00 FLOWLINE ELEVATION = 280 00 PIPE FLOW = 16.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 281.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.20 FT.) IS LESS THAN CRITICAL DEPTH( 1.44 FT,) —=> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 149.00 : HGL = < 280.949>;EGL- < 284,140>;FLOWLINE- < 280.000> Page 1 9605P1F.RES ************************************************************^,^^,^^^.,^^^^^^^^^^^ FLOW PROCESS FROM NODE 149.00 TO NODE 160.10 IS CODE - 1 UPSTREAM NODE 160.10 ELEVATION- 284.94 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 16.90 CFS PIPE PIPE LENGTH = 92.70 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 0.92 CRITICAL DEPTH(FT) -1.44 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: p DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) ( FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 1 .438 9 .696 2 .899 393 .59 0 .059 1 .418 9 771 2 .901 393 .78 0 .229 1 .397 9 856 2 .906 394 .35 0 .508 1 .376 9 951 2 .915 395 26 0 .895 1 .356 10 055 2 927 396 51 1 .394 1 .335 10 169 2 942 398 10 2 .010 1 .314 10 293 2 960 400 01 2 .753 1 .294 10 425 2 982 402 25 3 .634 1 .273 10 567 3 008 404 83 4 .667 1 .252 10 719 3 037 407 74 5 .869 1 .232 10 880 3 071 411 01 7 .264 1 .211 11 051 3 109 414 64 8 .878 1 .190 11 233 3 151 418 65 10 .748 1 .170 11 426 3 198 423 04 12 .917 1 ,149 11 630 3 251 427 84 15 .444 1 .128 11 846 3 309 433 06 18 .406 1 .108 12 074 3 373 438 72 21 .908 1 .087 12 316 3 444 444 85 26 .097 1 .067 12 571 3 522 451 47 31 .190 1 .046 12. 842 3 608 458. 61 37 .523 1 .025 13. 127 3 703 466. 29 45 .660 1 .005 13. 430 3. 807 474. 55 56 661 0 .984 13. 750 3. 921 483. 44 72 .906 0 .963 14. 089 4. 047 4 92. 98 92 700 0 949 14. 330 4. 140 499. 86 NODE 160.10 : HGL = < 286.378>;EGL= < 287.839>;FLOWLINE- < 284.940> ***********************************************************^,^,^,^,^,^,^,.^^,.^^,^^.^.^.^^^^ FLOW PROCESS FROM NODE 160.10 TO NODE 160,00 IS CODE = 5 UPSTREAM NODE 160.00 ELEVATION = 287.14 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.80 16.90 6.00 2.10 DIAMETER (INCHES) 18.00 18.00 18.00 18.00 ANGLE (DEGREES) 0.00 90.00 90.00 FLOWLINE ELEVATION 287.14 284.94 285.90 285.90 CRITICAL DEPTH(FT.) 1.15 0.00—=Q5 EQUALS BASIN INPUT— 44 95 55 VELOCITY (FT/SEC) 10.727 9.700 3.919 1.372 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES 0.01300; FRICTION SLOPE - 0, 0.01300; FRICTION SLOPE = 0, JUNCTION ASSUMED AS 0.02839 Page 2 UPSTREAM: MANNING'S N - DOWNSTREAM: MANNING'S N = AVERAGED FRICTION SLOPE IN 03425 02253 • JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 9605P1F.RES 4.00 FEET 0.114 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 1.796)+( 0.000) = 1,796 NODE 160,00 : HGL - < 287,848>;EGL= < 289,635>;FLOWLINE= < 287,140> ******************************************************^^jj^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE UPSTREAM NODE 169,10 160,00 TO NODE 169,10 IS CODE - 1 ELEVATION - 290,67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 8,80 CFS PIPE PIPE LENGTH = 105,70 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 0,71 CRITICAL DEPTH(FT) = 1.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.62 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: p DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 0 .621 12 733 3 140 228 43 1 .728 0 . 625 12 634 3 105 226 89 3 .513 0 .628 12 536 3 070 225 37 5 .359 0 .632 12 439 3 036 223 89 7 .272 0 .636 12 344 3 003 222 42 9 .258 0 .639 12 250 2 971 220 99 11 .326 0 .643 12 157 2 939 219 57 13 .485 0 .647 12 066 2 909 218 19 15 .744 0 .650 11 976 2 879 216 82 18 .116 0 .654 11 888 2 850 215 48 20 .617 0 .658 11 800 2 821 214 16 23 .262 0 .661 11 714 2 793 212 86 26 .076 0 .665 11 629 2 766 211 58 29 .083 0 .669 11 545 2 740 210 33 32 .320 0 .672 11 463 2 714 209 09 35 .828 0 676 11 381 2 689 207 88 39 .667 0 680 11 301 2 664 206 69 43 .913 0 684 11 221 2 640 205 51 48 677 0 687 11 143 2 616 204 36 54 120 0 691 11 066 2 594 203 22 60 489 0 695 10 990 2 571 202 11 68 201 0 698 10 915 2 549 201 01 78 038 0 702 10 840 2 528 199 93 91 755 0 706 10 767 2. 507 198 87 105 700 0 708 10 724 2. 495 198 24 NODE 169.10 : HGL = < 291.291>;EGL= < 293.810>;FLOWLINE- < 290.670> *********************************************************,^j^.^.jj^j^.j.^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 169.10 TO NODE 169.00 IS CODE - 5 UPSTREAM NODE 169.00 ELEVATION - 291.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 8.80 8.80 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 291.00 290.67 0.00 0. .00 CRITICAL DEPTH(FT.) 1.15 1.15 0.00 0.00 0.00—-Q5 EQUALS BASIN INPUT- VELOCITY (FT/SEC) 12.897 12.737 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 3 p 9605P1F.RES DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4))/((AH-A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.05645 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.05456 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05551 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.222 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0,388)+( 0,000) - 0.388 NODE 169.00 : HGL = < 291.615>;EGL- < 294.198>;FLOWLINE- < 291.000> ************************************************************************^,i,.,,^.^.^ FLOW PROCESS FROM NODE 169.00 TO NODE 157.10 IS CODE - 1 UPSTREAM NODE 157.10 ELEVATION - 305.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 8.80 CFS PIPE PIPE LENGTH - 241.53 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 0.61 CRITICAL DEPTH(FT) = 1.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: p DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUND 0. 000 0 .740 10 122 2 332 189 .69 0. 839 0 .735 10 213 2 356 190 .97 1. 728 0 .730 10 306 2 380 192 .28 2. 673 0 .725 10 401 2 406 193 .62 3. 679 0 720 10 498 2 432 195 .00 4. 752 0 714 10 596 2 459 196 .41 5. 898 0 .709 10 696 2 487 197 .85 7. 127 0 .704 10 798 2 516 199 .32 8. 448 0 .699 10 902 2 546 200 .83 9. 872 0 .694 11 008 2 577 202 .38 11. 412 0 .688 11 116 2 608 203 .96 13. 086 0 .683 11 226 2 641 205 .59 14. 913 0 .678 11 338 2 676 207 .25 16. 917 0 .673 11 453 2 711 208 .95 19. 132 0 .668 11 569 2 747 210 69 21. 595 0 663 11 688 2 785 212 47 24. 362 0 .657 11 810 2 824 214 .30 27. 504 0 652 11 933 2 865 216 17 31. 121 0 647 12 059 2 907 218 08 35. 361 0 642 12 188 2 950 220 .04 40. 455 0 637 12 320 2 995 222 .05 46. 785 0 631 12 454 3 041 224 .11 55. 071 0 626 12 591 3 089 226 .22 66. 932 0 621 12 730 3 139 228 .38 87. 557 0 616 12 873 3 191 230 .59 241. 530 0 615 12 893 3 198 230 .91 NODE 157 .10 : HGL - < 305. 740>;EGL= < 307.332>;FLOWLINE- < 305.000> ****************************************************************************** FLOW PROCESS FROM NODE 157.10 TO NODE 157.00 IS CODE - 5 UPSTREAM NODE 157,00 ELEVATION = 305.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 8.80 18.00 0.00 305.33 1.15 9.590 Page 4 DOWNSTREAM LATERAL #1 LATERAL #2 Q5 9605P1F.RES 8.80 18.00 - 305.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00==-Q5 EQUALS BASIN INPUT—= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02736 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.109 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.199)+( 0.000) = 0.199 1,15 0.00 0.00 10.125 0.000 0.000 .02539 ,02934 0.000 FEET NODE 157.00 : HGL = < 306.103>;EGL- < 307.531>;FLOWLINE- < 305.330> ********************************** ******************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 158.00 157.00 TO NODE ELEVATION = 158.00 IS CODE - 1 313.27 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.80 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH = 296.00 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 0.76 CRITICAL DEPTH(FT) = 1.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -1.15 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: P DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 0.000 1.147 6.068 1.719 150.14 0.027 1.131 6.152 1.719 150.18 0.105 1.116 6.240 1.721 150.31 0.239 1.101 6.331 1.723 150.52 0.433 1.085 6.427 1.727 150.82 0.695 1.070 6.526 1.731 151.20 1.031 1.054 6.630 1.737 151.68 1.451 1.039 6.738 1.744 152.26 1.964 1.023 6.851 1.752 152.94 2.584 1.008 6.969 1.762 153.72 3.323 0.992 7.092 1.774 154.60 4.201 0.977 7.220 1.787 155.61 5.238 0.961 7.354 1.802 156.73 6.462 0. 946 7.494 1.818 157.97 7.907 0.930 7.640 1.837 159.34 9. 617 0.915 7.793 1.859 160.85 11.650 0.899 7.953 1.882 162.50 14.084 0.884 8.120 1.908 164.29 17.030 0.868 8.295 1.938 166.25 20.650 0.853 8.479 1.970 168.36 25.196 0.837 8.671 2.006 170.65 31.088 0.822 8.873 2.045 173.13 39.117 0.807 9.085 2.089 175.80 51.058 0.791 9.308 2.137 178.67 72.609 0.776 9.542 2.190 181.76 296.000 0.773 9.587 2.201 182.37 NODE 158.00 HGL = < 314. 417>;EGL= < 314.989>;FLOWLINE- < 313.270> ****************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 153.20 IS CODE = 5 Page 5 UPSTREAM NODE 153.20 9605P1F.RES ELEVATION - 314.10 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.50 8.80 3.30 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 90.00 90 0 .00 .00 FLOWLINE ELEVATION 314.10 313.27 313.60 0.00 CRITICAL DEPTH(FT.) 0. 90 15 69 00 VELOCITY (FT/SEC) 3.193 6.063 1.957 0.000 0.00—Q5 EQUALS BASIN INPUT—= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00237 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.00806 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00521 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES - 0.021 FEET ENTRANCE LOSSES JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.677)+( 0.000) - 0.677 0.000 FEET NODE 153.20 : HGL - < 315.508>;EGL- < 315.666>;FLOWLINE- < 314.100> ****************************************** ************************************ FTOW PROCESS FROM NODE 153.20 TO NODE 152.00 IS CODE - 1 UPS?RE^ NODE 152.00 ELEVATION - 314.60__(HYDRAULIC_roMP_OCCro CALCULATE FRICTION LOSSES (LACFCD) : ^^.nzirro PIPE FLOW - 5.50 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 5.25 FEET MANNING'S N = 0.01300 P HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 'NO^L'DEPTH"(FTr=' 0.42 CRITICAL DEPTH (FT) 0.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 0. 904 4. 940 1.283 0.885 5. 070 1.284 0.865 5. 208 1.287 0.846 5. 355 1.291 0.826 5. 510 1.298 0.807 5. 675 1.307 0.787 5 851 1.319 0.768 6 038 1.335 0.749 6 238 1.353 0.729 6 451 1.376 0.710 6 .680 1.403 0.690 6 .925 1.435 0.671 7 .188 1.473 0. 651 7 .470 1.518 0.632 7 .775 1.571 0.612 8 .105 1.633 0.596 8 .406 1.694 DISTANCE FROM CONTROL(FT) 0.000 0.009 0.039 0.091 0.169 0.275 0.415 0.592 0.812 1.083 1.412 1.809 2.287 2.863 3.554 4.390 5.250 PRESSURE+ MOMENTUM(POUNDS) 79.82 79.88 80.05 80.35 80.78 81.35 82.06 82.94 83.98 85.20 86.62 88.25 90.11 92.21 94.59 97.26 99.78 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.41 P GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: Page 6 9605P1F.RES DISTANCE FROM FLOW DEPTH CONTROL(B^)^ (FT)^ (FT/SEC, —^^-^ 104.82 0.000 1.408 0.186 1.388 0.369 1.367 0.548 1.347 0.724 1.327 0.896 1.307 1.065 1.287 1.229 1.267 1.389 1-247 1.545 1.226 1.697 1.206 1.843 1-186 1.984 1.166 2.120 1.146 2.249 1-126 2,372 1-106 2,488 1-085 2,596 1-065 2,695 1,045 2,785 1-025 2.865 1-005 2.933 0.985 2.989 0.965 3.031 0.944 3.058 0.924 3.067 0.904 VELOCITY SPECIFIC (FT/SEC) ENERGY(FT) 3.193 1.566 3.221 1.549 3.253 1.532 3.287 1.515 3.324 1.499 3.365 1.483 3.408 1.467 3.454 1.452 3.503 1.437 3.555 1.423 3.610 1.409 3.669 1.395 3.730 1.382 3.796 1.370 3.865 1.358 3.938 1.347 4.015 1.336 4.097 1.326 4.183 1.317 4.274 1.309 4.370 1.301 4.471 1.295 4.578 1.290 4.692 1.286 4.812 1.284 4.940 1.283 4.940 1.283 PRESSURE+ MOMENTUM(POUNDS) 103.02 101.27 99.58 97.94 96.36 94.83 93.37 91.97 90.63 89.35 88.14 87.00 85.94 84.94 84.03 83.19 82.44 81.77 81.20 80.71 80.33 80.05 79.88 79.82 79.82 5 250 0.904 1 END OF HYDRAULIC JUMP ANALYSIS " " "pRESSURE+MOMENTUM BALANCE OCCURS AT 1.02 ^-^ET UPSTREAM OF ^^'f fl^l^ DOWNSTREAM DEPTH - 1.292 FEET, UPSTREAM^CONOTGATE^DEPTH^-^0^616^ 152TorrHGr=T'315T504>;EGL= < 315. 883>; FLOWLINE- < 314.600> NODE *********************************** ******************************************* SoDrSBER'- ™2'Sr'°' FLOWLINE ELEVATION = 314.60 ASSUMIHPSTREAM CONSROL HGL - 315.50 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • P Page 7 # Station 53+25 Faraday Hydraulics # 5325FL.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 53+25 LT FARADAY * * 5325FL.RES * ************************************************************************** FILE NAME: 5325FL.DAT TIME/DATE OF STUDY: 09:03 03/30/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 160.00- 1.95* 206.06 0.80 156.21 } FRICTION 159.50- 1.61* 168.78 1.11 Dc 136.28 } JUNCTION 159.00- 1.96* 144.39 0.56 39.60 } FRICTION 146.00- 1.47* 90.02 0.67 Dc 37.82 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 160.00 FLOWLINE ELEVATION = 285.90 PIPE FLOW = 8.20 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 287.850 FEET NODE 160.00 : HGL = < 287.850>;EGL= < 288.184>;FLOWLINE- < 285.900> ****************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 159.50 IS CODE = 1 UPSTREAM NODE 159.50 ELEVATION = 286.27 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.24 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.20)/( 105.060))**2 - 0.00609 HF=L*SF = ( 5.24)*(0.00609) = 0.032 NODE 159.50 : HGL = < 287.882>;EGL= < 288.216>;FLOWLINE- < 286.270> ****************************************************************************** FLOW PROCESS FROM NODE 159.50 TO NODE 159.00 IS CODE = 5 UPSTREAM NODE 159.00 ELEVATION = 286.60 (FLOW IS UNDER PRESSURE) Page 1 5325FL.RES CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 3.10 18.00 45.00 286.60 0.67 1.754 DOWNSTREAM 8.20 18.00 -286.27 1.11 4.640 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 5.10—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00087 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00609 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00348 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.014 FEET ENTRANCE LOSSES = 0.067 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.328)+( 0.067) = 0.395 NODE 159.00 : HGL = < 288.564>;EGL= < 288.612>;FLOWLINE- < 286.600> ****************************************************************************** FLOW PROCESS FROM NODE 159.00 TO NODE 14 6.00 IS CODE = 1 UPSTREAM NODE 146.00 ELEVATION = 287.14 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.10 CFS PIPE DIAMETER = PIPE LENGTH = 54.08 FEET MANNING'S 18.00 INCHES N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.96 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) PRESSURE HEAD(FT) VELOCITY (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 50.891 1.964 1.500 1.754 2.012 1.754 1.548 144.39 93.24 NORMAL DEPTH(FT) = 0.56 CRITICAL DEPTH(FT) = 0. 67 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 50.891 54.080 FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.500 1.754 1.470 1.762 SPECIFIC ENERGY(FT) 1.548 1.519 PRESSURE+ MOMENTUM(POUNDS) 93.24 90.02 NODE 146.00 : HGL = < 288.610>;EGL= < 288.659>;FLOWLINE- < 287.140> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 146.00 FLOWLINE ELEVATION = 287.14 ASSUMED UPSTREAM CONTROL HGL = 287.81 FOR D0WNSTRE7\M RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 5325FR.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 53+25 RT FARADAY * * 5325FR.RES * ************************************************************************** FILE NAME: 5325FR.DAT TIME/DATE OF STUDY: 11:34 02/06/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 160.00- 2.20* 168.49 0,39 45,36 } FRICTION } HYDRAULIC JUMP 161.00- 0.64*Dc 33.17 0.64*Dc 33.17 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 160.00 FLOWLINE ELEVATION = 285.50 PIPE FLOW - 2.80 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 287.700 FEET NODE 160.00 : HGL = < 287.700>;EGL= < 287.739>;FLOWLINE- < 285.500> ****************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE - 1 UPSTREAM NODE 161.00 ELEVATION - 287.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH - 55.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) - 0.38 CRITICAL DEPTH(FT) = 0.64 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.64 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.635 3.931 0.875 33.17 Page 1 5325FR.RES 0.011 0.625 4,017 0.876 33.19 0.043 0.615 4.106 0.877 33.23 0.101 0.604 4.199 0.878 33.30 0.187 0.594 4 .296 0.881 33.41 0.303 0.584 4.397 0.884 33.55 0.454 0.574 4.503 0.889 33.72 0.644 0.564 4.613 0.894 33.93 0.878 0.553 4.729 0.901 34.17 1.162 0.543 4.850 0.909 34.46 1.504 0.533 4.977 0.918 34.78 1.912 0.523 5.110 0,928 35.15 2.397 0.512 5.250 0.941 35.57 2.973 0.502 5.397 0.955 36.03 3.656 0.492 5.552 0.971 36.54 4.470 0.482 5.715 0.989 37.11 5.443 0.471 5.887 1.010 37.73 6.614 0.461 6.068 1.033 38.42 8.040 0.451 6.260 1.060 39.17 9.802 0.441 6.463 1.090 39.99 12.026 0.430 6.678 1.123 40.88 14.924 0.420 6.906 1.161 41.86 18.894 0.410 7.148 1.204 42.92 24.830 0.400 7.406 1.252 44.07 35.601 0.390 7.680 1.306 45.32 55.250 0,389 7.688 1.308 45.36 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) -2.20 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE CONTROL(FT) HEAD(FT) 0,000 2.200 19.725 1.500 VELOCITY (FT/SEC) 1.584 1.584 SPECIFIC ENERGY(FT) 2.239 1.539 PRESSURE+ MOMENTUM(POUNDS) 168.49 91.30 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) -1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 19. 725 1. 500 1. 584 1. 539 91. 30 20. 686 1. 465 1. 593 1. 505 87. 55 21. 634 1. 431 1. 611 1. 471 83. 87 22. 574 1. 396 1. 633 1. 438 80. 26 23. 507 1. 362 1. 661 1. 404 76. 74 24 . 433 1. 327 1. 693 1. 372 73. 31 25. 352 1. 292 1. 729 1. 339 69. 97 26. 264 1. 258 1. 769 1 306 66 74 27 . 168 1 223 1 814 1 274 63 61 28 063 1 189 1 864 1 243 60 59 28 949 1 154 1 919 1 211 57 69 29 824 1 119 1 979 1 180 54 92 30 686 1 085 2 045 1 150 52 27 31 535 1 050 2 118 1 120 49 76 32 367 1 .016 2 198 1 .091 47 .40 33 179 0 .981 2 .286 1 .062 45 .18 33 . 969 0 .946 2 .382 1 .035 43 .11 34 .732 0 . 912 2 .489 1 .008 41 .21 35 .462 0 .877 2 .607 0 .983 39 .48 36 .152 0 .843 2 .738 0 .959 37 .93 36 .792 0 .808 2 .884 0 .937 36 .56 37 .372 0 .774 3 .046 0 .918 35 .41 Page 2 5325FR.RES 37.875 0.739 3.229 0.901 34.47 38.280 0.704 3.434 0.888 33.77 38.556 0.670 3.667 0.879 33.33 38.660 0.635 3.931 0.875 33.17 55 250 0.635 3.931 0.875 33.17 END OF HYDRAULIC JUMP ANALYSIS I'pRESSURE+MOMENTUM BALANCE OCCURS AT 33.86 FEET UPSTREAM OF NODE 160^00 I PI^ESSURE+MOMENTU ^^^^^ ^ ^^^^^ ^^^^ UPSTREAM CONJUGATE_DEPTH_=_0.406_FEET_1 "NODr"l6l'o7rHGr='ri88'l35>;E^^^ < 288 . 37 5>; FLOWLINE- < 287.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: oai c^n MnnF NTTMRFR - 161 00 FLOWLINE ELEVATION - 287.50 SUMIS UPSTREAM SNTROL HGL - 288.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 Station 59+89 Faraday Hydraulics 5989FR.RES *************.-,******.***** **********************************************.^j^^^.j. PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ******************,******* DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 59+89 RT FARADAY * * 5989FR.RES * ***********! .*****.******************************************************* FILE NAME: :98 9FR.DAT TIME/DATE OF STUDY: 14:44 12/09/2003 ************** ******^********************************************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 153.00- 1.91* 139.86 0.49 48.48 } FRICTION } HYDRAULIC JUMP 156.00- 0.69*Dc 41.00 0.69*Dc 41.00 MAXIMUM NUMBER OF F.NERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. *************<******, *******************************************************.y^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 15'^. 00 FLOWLINE ELEVATION = 313.60 PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED D0Wti:,5TREAM CONTROL HGL - 315.510 FEET NODE 153.00 : HGL = < 315.510>;EGL- < 315.564>;FLOWLINE- < 313.600> ************* A t** + **« . ******************************************************** FLOW PROCE.S.-- FROM MODE 153.00 TO NODE 156.00 IS CODE = 1 UPSTREAM NO L.I 15^^. .00 ELEVATION- 314.70 (HYDRAULIC JUMP OCCURS) CALCULATE FI CTION LOSSES(LACFCD): PIPE FLOW - 3.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH - ,55.25 FEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPT' FT) = 0.48 CRITICAL DEPTH(FT) = 0.69 UPSTREAM CONTROL A.3SUMED FLOWDEPTH (FT) = 0.69 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM LLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT- (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) O.C.O 0.692 4.141 0.958 41.00 Page 1 5989FR.RES 0. 0; • 0. 684 4. 207 0. 959 41 01 0. 0.5 ^ 0 675 4. 276 0 959 41 04 0. 1 :o> 0 667 4. 347 0. 960 41 09 0. 214 0 658 4. 420 0 962 41 16 0 3 94 0 650 4. 496 0 964 41 26 0 58S 0 641 4 574 0 966 41 37 0 8 2 0 633 4 655 0 970 41 51 1 I'n 0 625 4 738 0 973 41 68 1 4 91 0 616 4 825 0 978 41 87 1 922 0 608 4 914 0 983 42 08 2 4 34 0 599 5 007 0 989 42 32 3 041 0 591 5 103 0 995 42 59 3 7 5 c 0 582 5 202 1 003 42 89 4 601 0 574 5 305 1 Oil 43 22 5 600 0 565 5 412 1 021 43 58 6 78^ 0 557 5 523 1 031 43 98 8 210 0 549 5 639 1 043 44 40 9 930 0 540 5 759 1 055 44 86 12 042 0 532 5 883 1 069 45 36 14 691 0 523 6 013 1 085 45 90 18 120 0 515 6 148 1 102 46 48 22 7 8 6 0 506 6 289 1 121 47 10 29 7 1 n 0 498 6 435 1 141 47 76 42 201 0 489 6 .588 1 164 48 47 55 250 0 489 6 .590 1 164 48 48 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) - 1.91 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FTi HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) O.OOO 1.910 1.867 1.964 139.86 21.66/ 1.500 1.867 1.554 94.64 ASSUMED DOWN.STREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: E FROM E'LOW DEPTH VELOCITY SPECIFIC PRESSURE+ L (FT; (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 21 6C^ 1 500 1 8 67 1 554 94. 64 23 33 9 1 468 1 877 1 522 91. 15 24 981 1 435 1 895 1 491 87 74 26 601 1 403 1 919 1 460 84 41 28 206 1 371 1 948 1 430 81 15 29 7 9L 1 .338 1 982 1 399 77 98 31 3 7 0 1 .306 2 020 1 369 74 90 32 92 9 1 .274 2 062 1 340 71 91 34 4":-1 .241 2 109 1 311 69 02 36 oon 1 .209 2 161 1 282 66 23 37 508 1 .177 2 218 1 253 63 56 38 996 1 .145 2 280 1 225 61 00 40 4 60 1 . 112 2 348 1 198 58 56 41 8 y 9 1 . 080 2 422 1 171 56 24 43 30 : '1 . 048 2 503 1 145 54 06 44 68--1 . 015 2 592 1 120 52 01 46 01 0 . 983 2 688 1 095 50 11 47 3 0 0 . 951 2 794 1 072 48 35 48 5 2 0 . 918 2 910 1 050 46 76 49 68 H 0 . 886 3 037 1 029 45 33 50 " •]•• 0 . 854 3 177 1 010 44 09 51 7 3 ' 0 .821 3 331 0 994 43 03 Page 2 5989FR.RES 52.581 0.789 3.502 0.980 42.17 53.260 0.757 3.692 0.968 41.54 53.723 0.724 3.903 0.961 41.14 53.900 0.692 4.141 0.958 41.00 55.250 0.692 4.141 0.958 41.00 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 52.13 FEET UPSTREAM OF NODE 153.00 | I DOWNSTREAM DEPTH = 0.806 FEET, UPSTREAM CONJUGATE DEPTH - 0.590 FEET | NODE 156.00 : HGL = < 315.392>;EGL- < 315.658>;FLOWLINE= < 314.700> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 156.00 FLOWLINE ELEVATION = 314.70 ASSUMED UPSTREAM CONTROL HGL - 315.39 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 Basin 1 Street 'A' Hydraulics 9605P1A.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PROPOSED STREET A * * 9605P1A.RE3 * ************************************************************************** FILE NAME: 9605P1A.DAT TIME/DATE OF STUDY: 07:23 12/10/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 128.00- 2.54 Dc 1652.80 1.35* 2563.92 } FRICTION 137.10- 2.54 Dc 1652.80 1.49* 2296.83 } JUNCTION 137.00- 1.99 Dc 2007.17 1.73* 2112.81 } FRICTION 133.10- 1.99*Dc 2007.17 1.99*Dc 2007.17 } JUNCTION 133.00- 7.01* 1973.85 0.98 1675.41 } FRICTION } HYDRAULIC JUMP 132.20- 1.93 Dc 986.21 1.22* 1310.83 } JUNCTION 132.10- 1.93 Dc 986.21 1.21* 1316.48 } FRICTION 132.05- 1.93*Dc 986.21 1.93*Dc 986.21 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 128.00 FLOWLINE ELEVATION = 296.50 PIPE FLOW = 62.50 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 298.950 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2.45 FT.) IS LESS THAN CRITICAL DEPTH( 2.54 FT.) —> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 128.00 : HGL = < 297.850>;EGL= < 304.227>;FLOWLINE- < 296.500> ****************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 137.10 IS CODE = 1 UPSTREAM NODE 137.10 ELEVATION = 301.60 (FLOW IS SUPERCRITICAL) Page 1 9605P1A.RES CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 62.50 CFS PIPE PIPE LENGTH = 85.49 FEET DIAMETER - 36.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.29 CRITICAL DEPTH(FT) -2.54 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ;E FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ )L(FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM(POUNDS 0. 000 1. 491 17. 815 6 422 2296 83 2. 589 1. 483 17. 939 6 483 2310 08 5. 319 1. 475 18. 065 6 545 2323 .56 8. 203 1. 467 18 192 6 609 2337 .26 11. 254 1 459 18 321 6 674 2351 .19 14. 490 1 451 18 452 6 741 2365 .35 17. 930 1 442 18 585 6 809 2379 .75 21. 596 1 434 18 720 6 879 2394 .39 25. 514 1 426 18 857 6 951 2409 .28 29. 716 1 418 18 996 7 025 2424 .42 34 238 1 410 19 136 7 100 2439 .82 39 126 1 402 19 279 7 177 2455 .48 44 433 1 394 19 424 7 256 2471 .40 50 227 1 386 19 571 7 337 2487 . 60 56 595 1 378 19 720 7 .420 2504 .07 63 645 1 370 19 872 7 .505 2520 .82 71 523 1 362 20 025 7 .592 2537 .86 80 424 1 354 20 181 7 .682 2555 .20 85 490 1 350 20 260 7 .727 2563 . 92 137.10 HGL = < 303. 091>;EGL= < 308.022>;FLOWLINE- < 301. 600> NODE ****************************************************************************** FLOW PROCESS FROM NODE 137.10 TO NODE 137.00 IS CODE - 5 UPSTREAM NODE 137.00 ELEVATION = 302.60 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 54 20 24 .00 0.00 302 60 1 99 18 729 DOWNSTREAM 62 50 36.00 -301 60 2 54 17 821 LATERAL #1 5 10 18.00 90.00 303 10 0 87 4 804 LATERAL #2 3 20 18.00 90.00 303 10 0 68 4 101 05 0 00— =Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05258 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03585 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04422 4.00 FEET 0.177 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 1.759)+( 0.000) = 1.759 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = NODE 137.00 : HGL = < 304.334>;EGL= < 309.781>;FLOWLINE- < 302.600> *************^ -*************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 133.10 IS CODE = 1 UPSTREAM NODE 133.10 ELEVATION = 310.00 (FLOW IS SUPERCRITICAL) Page 2 9605P1A.RES CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 54.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 134.32 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.68 & 2.00 CRITICAL DEPTH(FT) = NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 1.99 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1. 99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 1. 2. 5. FLOW DEPTH VELOCITY .014 945 .361 8.147 11.259 14 . 18. 686 435 22.522 26.973 31.824 37.120 42.921 49.301 56.356 64.211 73.030 83.037 94.547 108.023 124 .182 134.320 (FT) 1.985 1.973 .961 , 948 , 936 , 924 , 912 .899 .887 ,875 .863 .851 .838 .826 .814 .802 1.789 1.777 1.765 1.753 1.740 1.734 (FT/SEC) 17.266 17.293 17.328 17.368 17.414 17.464 17.519 17.578 17.641 17.708 17.778 17.852 17.929 .010 .094 .182 .273 .367 .465 18.565 18.670 18.723 SPECIFIC ENERGY(FT) 6.617 6.619 6.626 6.635 6. 648 6.663 6.681 6.700 .723 .747 .774 .802 6.833 6.866 6. 901 , 938 . 977 ,019 ,062 ,108 , 156 .181 PRESSURE+ MOMENTUM(POUNDS) 2007.17 2007,66 2008,90 2010.77 2013.19 2016.12 2019.52 2023.35 2027.61 2032.28 2037.34 2042.78 2048.61 2054.80 2061.35 2068.27 2075.55 2083.19 2091.19 2099.55 2108.26 2112.81 NODE 133.10 : HGL = < 311.985>;EGL= < 316.617>;FLOWLINE- < 310.000> ****************************************************************************** FLOW PROCESS FROM NODE 133.10 TO NODE 133.00 IS CODE = 5 UPSTREAM NODE 133.00 ELEVATION = 310.33 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 35. 90 54 .20 18.30 0.00 0.00= DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 24.00 0.00 310.33 1.93 24.00 - 310.00 1.99 24.00 90.00 310.33 1.54 0.00 0.00 0.00 0.00 =Q5 EQUALS BASIN INPUT— 11.427 17 .270 5.825 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02518 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05348 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03933 4.00 FEET 0.157 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 2.754)+( 0.000) = 2.754 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = NODE 133.00 HGL = < S17.343>;EGL= < 319.371>;FLOWLINE- < 310.330> Page 3 9605P1A.RES FLOW PROCESS FROM NODE 133.00 TO NODE 132.20 IS CODE = 1 UPSTREAM NODE 132.20 ELEVATION - 327.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.90 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH ^ 146.07 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.96 CRITICAL DEPTH(FT) = 1.93 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.22 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.220 17.886 6.190 1310.83 1.495 1.209 18.065 6.280 1322.06 3.081 1.199 18.249 6.374 1333.59 4.767 1.189 18.437 6.471 1345.43 6.564 1.179 18.629 6.571 1357.57 8.482 1.169 18.826 6.675 1370.04 10.533 1.158 19.027 6.784 1382.84 12.734 1.148 19.233 6.896 1395.97 15.102 1.138 19.444 7.012 1409.46 17.657 1.128 19.660 7,133 1423.31 20.425 1.117 19.881 7.259 1437.52 23.435 1.107 20.107 7.389 1452.12 26.724 1.097 20.339 7.524 1467.11 30.339 1.087 20.576 7.665 1482.51 34.336 1.077 20.819 7.811 1498.33 38.789 1.066 21.069 7.963 1514.58 43.797 1.056 21.324 8.121 1531.27 49.4'^il 1.046 21.586 8.286 1548.42 56.0,6 1.036 21.854 8.457 1566.05 63.765 1.025 22.129 8.634 1584.17 73.038 1.015 22.412 8.820 1602.79 84.580 1.005 22.702 9.013 1621.94 99.714 0.995 22.999 9.213 1641.63 121.412 0.985 23.304 9.423 1661.88 146.070 0.978 23.508 9.564 1675.41 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 7.01 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. OOC 7.013 11.427 9.041 1973.85 56.369 2.000 11.427 4.028 991.04 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FRf f-: FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 56.369 2.000 11.424 4.028 991.04 56.?97 1.997 11.425 4.025 990.54 56.422 1.994 11.427 4.023 990.11 56.444 1.991 11.429 4.021 989.72 56.4 04 1. 988 11.432 4.019 989.36 Page 4 9605P1A.RES 56 483 1. 985 11 436 4 017 989 03 56 500 1. 983 11 440 4 016 988 72 56 516 1. 980 11 444 4 014 988 44 56 531 1. 977 11 448 4 013 988 17 56 54 4 1. 974 11 453 4 012 987 93 56 557 1. 971 11 458 4 Oil 987 71 56 5 68 1. 968 11 463 4 010 987 50 56 579 1. 965 11 468 4 009 987 32 56 589 1. 962 11 474 4 008 987 15 56 597 1. 959 11 480 4 007 986 99 56 605 1. 956 11 486 4 006 986 85 56 612 1. 954 11 492 4 006 986 72 56 618 1. 951 11 499 4 005 986 61 56 624 1. 948 11 506 4 005 986 52 56 628 1. 945 11 513 4 004 986 43 56 632 1. 942 11 520 4 004 986 37 56 63 5 1. 939 11 527 4 004 986 31 56 638 1. 936 11 534 4 003 986 27 56 639 1. 933 11 542 4 003 986 24 56 640 1. 930 11 550 4 003 986 22 56 641 1. 927 11 558 4 003 986 21 146 07 0 1. 927 OF 11.558 HYDRAULIC JUMP 4.003 986 21 I PRESSURE+MOMENTUM BALANCE OCCURS AT 17.67 FEET UPSTREAM OF NODE 133 00 I DOWNSTREAM DEPTH = 5.442 FEET, UPSTREAM CONJUGATE DEPTH - 0.983 FEET NODE 132.20 : HGL = < 328.220>;EGL= < 333.190>;FLOWLINE- < 327.000> ***************************************************^^^^^j^^^^j,^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 132.20 TO NODE 132.10 IS CODE = 5 UPSTREAM NOPE 132.10 ELEVATION - 327.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 35.90 24.00 0.00 327.33 1.93 17 982 DOWNSTRE.^VM 35.90 24.00 - 327.00 1.93 17*8 91 LATERAL #1 0.00 0.00 0.00 0.00 0.00 o!oOO LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05379 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05310 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05345 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.214 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION L0;;0ES = ( 0.375) + ( 0.000) = 0.375 NODE 132.10 : HGL = < 328.544>;EGL= < 333.565>;FLOWLINE- < 327.330> ************ , . . ****** *****************************************************^jj.j,..j. FLOW PROCEOO FROM NODE 132.10 TO NODE 132.05 IS CODE = 1 UPSTREAM Nor;E 132.05 ELEVATION = 344.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 35.90 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH - 2 88.63 FEET MANNING'S N = 0.01300 NORMAL DEPTH;FT) = 1.19 CRITICAL DEPTH(FT) = 1.93 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.93 Page 5 c 9605P1A.RES GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 0.000 1.927 11.558 4,003 986.21 0 . 086 1.898 11.649 4.006 986.81 0. 335 1.868 11.755 4.015 988.52 0.737 1.839 11.875 4.030 991.26 1.293 1.809 12.008 4.049 994.99 2.007 1.779 12.155 4.075 999.69 2.888 1.750 12.314 4.106 1005.35 3. 946 1.720 12.486 4.142 1011.98 5.199 1.690 12.672 4.185 1019.60 6. 668 1.661 12.870 4.234 1028.22 8.377 1.631 13.082 4.290 1037.88 10.359 1.601 13.309 4.354 1048.60 12.654 1.572 13.550 4.425 1060.44 15.313 1.542 13.807 4,504 1073.45 18.401 1.513 14,079 4,593 1087.67 22.002 1.483 14.369 4.691 1103,17 26.227 1.453 14.677 4.800 1120.01 31.229 1.424 15.004 4.921 1138,28 37.221 1.394 15.351 5.055 1158.06 44.518 1.364 15.719 5,204 1179.45 53.607 1.335 16.111 5,368 1202.55 65.307 1.305 16,528 5,550 1227,48 81.156 1.275 16,971 5.751 1254.36 104.607 1.246 17.443 5.973 1283.35 146.751 1.216 17,946 6.220 1314.60 288.630 1.214 17,976 6.235 1316.48 t NODE 132.05 : HGL = < 345.927>;EGL- < 348.003>;FLOWLINE- < 344.000> t*************************************** **************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 132.05 FLOWLINE ELEVATION = 344.00 ASSUMED UPSTREAM CONTROL HGL - 345.93 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 6 Station 10+64 Street 'A' Hydraulics • PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) ver. 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * CARLSBAD OAKS NORTH * * STREET 'A' STA 10+64 LEFT * \;f*l^t;*!L********************-****-*---*****-* ********** FILE NAME: 1064AL.DAT TIME/DATE OF STUDY: 07:39 04/11/2003 ************************************ — ********************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note- "*" indicates nodal point data used.) 'UPSTREAM RUN ""^.ccTTPP. «SL P=s „o=™.s, J^^^ } FRICTION 76.02 136,00- 0,89*Dc 76,02 "MAXIMUM'NUMBER'OF ENERGY BALANCES USED IN EACH P^0^^^^_=_ "NOTE-'sTEADY'FLOw'niDRAuLlc'HEAD-LOSS COMPUTATIONS BASED ON THE MOST **r=i!*=*!^^^^^^ ^Tr^..'-'^ I^?"o™ ^^^^-FLOWLINE ELEVATION = 303.10 P?PE S = 5.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 3 04,330 FEET "NODE""l37'oo'rHGL"r<"'30r682>;EGLl"< 304 . 766>; FLOWLINE- < 303,100> ******************************** — ************************************* FLOW PROCESS FROM NODE 137.00 TO NODE 136^00 CODE =1 UPSTREAM NODE 136.00 ELEVATION = 303 .60^ (FLOW IS SUPERCRITICAL)^^^^_ CALCULATE FRICTION LOSSES(LACFCD): TNCHES DTPP PLOW = 5.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE SNG™ - 5.25 FEET MANNING'S_N_ = __0 .01300 __ "NORMAL'DEPTH'(FTr= ° • ^^^^^^^^^1==!"!=!^=!!!™^ !:!!=«===- "UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.89 0 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM{POUNDS) 0.000 0.887 4.871 1.256 76.02 0.009 0.868 5.001 1.256 76.07 0.038 0.849 5.138 1.259 76.24 0.089 0.830 5.284 1.263 76.52 0.165 0.811 5.438 1.270 76,93 0.269 0.791 5.602 1.279 77,47 0.406 0.772 5.777 1.291 78,16 0.579 0.753 5.963 1.306 79,00 0.795 0.734 6.161 1.324 79.99 1.059 0.715 6.373 1.346 81.16 1.381 0.696 6.599 1.373 82 .52 1.770 0.677 6.842 1.404 84,07 2 .238 0.658 7.103 1.442 85,85 2.801 0.639 7.383 1.486 87.86 3.478 0.620 7.685 1.538 90.13 4.295 0.601 8.012 1.598 92.68 5.250 0.582 8.352 1.666 95,43 NODE 136,00 : HGL = < 304,487>;EGL= < 304,856>;FLOWLINE= < 303,600> ****************************************************************************** m UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 136,00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 303.60 3 04.49 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * STREET 'A' STA 10+64 RIGHT * * 1064AR,RES * ************************************************************************** FILE NAME: 1064AR.DAT TIME/DATE OF STUDY: 07:41 04/11/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 137.00- 1.50* 94.64 0.50 47,34 } FRICTION } HYDRAULIC JUMP 140,00- 0.69*Dc 41.00 0.69*Dc 41.00 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 137.00 FLOWLINE ELEVATION = 302.83 PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 304.330 FEET NODE 137.00 : HGL = < 304.330>;EGL= < 3 04.384>;FLOWLINE- < 302.830> ****************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 140.00 IS CODE = 1 UPSTREAM NODE 140.00 ELEVATION = 303.60 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 43.25 FEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = 0.69 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.69 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.692 4.141 0.958 41.00 0.014 0.684 4.203 0.959 41.01 0.058 0.676 4.267 0.959 41.03 0.134 0.668 4.332 0.960 41.08 0.247 0.661 4.400 0.961 41.14 0.399 0.653 4.470 0.963 41.22 0.595 0.645 4.542 0.965 41.32 0.841 0.637 4.616 0.968 41.44 1.142 0.629 4.693 0.971 41.59 1.506 0.621 4.772 0.975 41.75 1.940 0,613 4,853 0,979 41,93 2,456 0,605 4,938 0.984 42.14 3.066 0.598 5,025 0.990 42.37 3,785 0.590 5,115 0.996 42.63 4,633 0.582 5.208 1.003 42.91 5.636 0.574 5.304 1.011 43.22 6.826 0.566 5.403 1.020 43.55 8.250 0.558 5.506 1.029 43.91 9.971 0.550 5.613 1.040 44.31 12.081 0.543 5.724 1.052 44.73 14.726 0.535 5.839 1.064 45.18 (^B 18.147 0.527 5.958 1.078 45.67 22.797 0.519 6.081 1.094 46.19 29.695 0.511 6.210 1.110 46.75 42.110 0.503 6.343 1.128 47.34 43.250 0,503 6,343 1,128 47,34 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1,50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 1,500 1,867 1.554 94.64 1.881 1.468 1.877 1.522 91.15 3.725 1.435 1.895 1.491 87.74 5.548 1.403 1.919 1.460 84.41 7,352 1.371 1.948 1.430 81.15 9.139 1.338 1.982 1.399 77.98 10.909 1.306 2.020 1.369 74.90 12.663 1.274 2.062 1.340 71.91 14.400 1.241 2.109 1.311 69,02 16,118 1,209 2.161 1.282 66,23 17,816 1.177 2.218 1.253 63.56 19.491 1.145 2.280 1.225 61.00 21.141 1.112 2.348 1.198 58.56 22.763 1.080 2.422 1.171 56.24 24.351 1,048 2,503 1,145 54,06 25,902 1.015 2,592 1.120 52.01 27,409 0,983 2 ,688 1.095 50.11 28.863 0,951 2 ,794 1,072 48.35 30,255 0.918 2 , 910 1,050 46.76 31,571 0,886 3 .037 1,029 45.33 32,795 0,854 3.177 1,010 44 .09 33 ,904 0,821 3.331 0,994 43 .03 34,868 0.789 3 .502 0.980 42.17 35,647 0.757 3.692 0.968 41.54 36,182 0.724 3 .903 0.961 41.14 36,387 0,692 4.141 0.958 41.00 43.250 0.692 4.141 0.958 41.00 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 32.41 FEET UPSTREAM OF NODE 137.00 | I DOWNSTREAM DEPTH = 0.864 FEET, UPSTREAM CONJUGATE DEPTH = 0.547 FEET j NODE 140.00 : HGL = < 304.292>;EGL= < 304.558>;FLOWLINE= < 303.600> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 140.00 FLOWLINE ELEVATION = 303.60 ASSUMED UPSTREAM CONTROL HGL = 304.2 9 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Basin 1 Station 15+02 Street 'D' Hydraulics ******************************************************************^t*^^*^^^^^^^^^^k PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 FILE NAME: 1502DL.DAT TIME/DATE OF STUDY: 10:18 04/21/2003 ****************************************1,***1c********ic****i,i,liic******l,*it******* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM{POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 119-00- 1.20* 57.73 0.34 33.86 } FRICTION } HYDRAULIC JUMP 125.00- 0.56*Dc 24.34 0.56*Dc 24.34 (^1^ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 119.00 FLOWLINE ELEVATION = 304.50 PIPE FLOW = 2.20 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 305.700 FEET NODE 119.00 : HGL = < 305.700>;EGL= < 305.733>;FLOWLINE= < 304.500> *********************************************************************^^^^j^j^*^(^^* FLOW PROCESS FROM NODE 119.00 TO NODE 125.00 IS CODE = 1 UPSTREAM NODE 125.00 ELEVATION = 305.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.25 CRITICAL DEPTH(FT) = 0.56 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.56 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNT 0.000 0.560 3.654 0.768 24,34 0.005 0.548 3 .765 0.768 24,36 0.020 0.536 3 .884 0.770 24 ,43 0.047 0.523 4.009 0.773 24,53 0.088 0.511 4.142 0.777 24.68 0.143 0.498 4.283 0.784 24.88 0.217 0.486 4.434 0.792 25.13 0.309 0.474 4.594 0.802 25.44 0.425 0.461 4.765 0.814 25.81 0,568 0.449 4.947 0.829 26.24 0,742 0.437 5.143 0.848 26.73 0,952 0.424 5.353 0.870 27.31 1.205 0.412 5.578 0.895 27.96 1.511 0.400 5.822 0.926 28.70 1.879 0.387 6.084 0.962 29.53 2.325 0.375 6.368 1.005 30.47 2.867 0.363 6.677 1.055 31.53 3.532 0.350 7.013 1,114 32.71 4.250 0.339 7.331 1,174 33.86 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: # FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0.000 1.200 1.451 1.233 57,73 0.207 1.174 1.482 1,209 55,47 0.412 1.149 1.514 1,184 53 ,26 0.616 1.123 1.549 1,161 51,12 0.819 1.098 1.587 1.137 49,04 1.020 1.072 1.627 1.113 47,03 1.220 1,046 1.671 1.090 45,08 1.418 1,021 1.717 1,067 43 ,20 1.614 0,995 1.767 1.044 41,40 1.807 0.970 1.820 1.021 39.67 1.998 0.944 1.877 0.999 38.01 2.186 0 . 919 1.939 0.977 36,43 2.371 0.893 2 .006 0,955 34,94 2.551 0.867 2.077 0,934 33,52 2.727 0.842 2 .154 0,914 32,19 2.898 0.816 2.238 0.894 30,95 3.063 0.791 2 .329 0.875 29,79 3.220 0.765 2.428 0.857 28,74 3.370 0.739 2 .535 0.839 27.78 3.509 0.714 2.652 0.823 26.92 3.637 0.688 2 .781 0.808 26,18 3.751 0.663 2.922 0.795 25,55 3.847 0.637 3.077 0.784 25,04 3.923 0.611 3.249 0.775 24,66 3.974 0.586 3 .440 0.770 24.43 3.992 0.560 3.654 0.768 24,34 4.250 0.560 3 .654 HYDRAULIC JUMP 0,768 24.34 • I PRESSURE+MOMENTUM BALANCE OCCURS AT 3,57 FEET UPSTREAM OF NODE 119.00 | I DOWNSTREAM DEPTH = 0.701 FEET, UPSTREAM CONJUGATE DEPTH = 0,441 FEET | "NODE "l25,00 : HGL = < 305 , 560> ; EGL- < 305 , 768>; FLOWLINE- < 305,000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 125,00 FLOWLINE ELEVATION = 305,00 ASSUMED UPSTREAM CONTROL HGL = 3 05.56 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • • m ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 5900 Pasteur Court, Suite 100 Carlsbad, CA 92 008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLBAD OAKS NORTH * * STREET D STA 15+02 RIGHT * * 1502DR,RES * ************************************************************************** FILE NAME: 1502DR,DAT TIME/DATE OF STUDY: 10:16 04/21/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used,) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 119.00- 1.20* 70,01 0,51 60,10 } FRICTION } HYDRAULIC JUMP 122,00- 0.75*Dc 49.22 0.75*Dc 49.22 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 119.00 FLOWLINE ELEVATION = 304.50 PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 305.700 FEET NODE 119.00 : HGL = < 305.700>;EGL= < 305.798>;FLOWLINE- < 304.500> ****************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 122.00 IS CODE = 1 UPSTREAM NODE 122.00 ELEVATION = 305.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 42.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.49 CRITICAL DEPTH(FT) = 0.75 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.75 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.745 4.336 1.037 49.22 0-014 0.735 4.411 1.037 49.23 0.060 0.725 4.489 1.038 49.27 0- 139 0.715 4.570 1.040 49.35 0.255 0.705 4.654 1.042 49,45 0.414 0,695 4,741 1.044 49.59 0,618 0.685 4.831 1,048 49.76 0.875 0.675 4,925 1,052 49,96 1- 190 0,665 5,022 1,057 50,20 1- 571 0.655 5.123 1.063 50.47 2- 027 0.645 5.228 1.070 50.79 2.570 0,635 5.337 1.078 51.14 3- 213 0.625 5,451 1,087 51,54 3- 973 0.615 5.569 1.097 51.98 4- 872 0.605 5.692 1.108 52.46 5.938 0.595 5.820 1.121 52.99 7- 206 0.585 5.954 1.136 53.58 8- 727 0.575 6.093 1.152 54.21 54.90 10.570 0.565 6.239 1.170 12.836 0.555 6.391 1.190 55.65 56.46 57.33 58,27 59 28 42,250 0.507 7,222 1,318 60,10 15,684 0.545 6,551 1.212 19.378 0.535 6.718 1.236 24.413 0.525 6.893 1.263 31.904 0.515 7.076 1.293 (I HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.200 2.507 1.298 70.01 0- 686 1.182 2.544 1.282 68.57 1- 365 1.164 2.583 1.267 67.18 2- 036 1.145 2.624 1.252 65.82 2- 698 1,127 2.667 1.238 64.51 3- 351 1.109 2.712 1.223 63.24 3.994 1.091 2.760 1.209 62.01 4- 627 1.073 2.809 1.195 60.83 5.248 1.054 2.862 1.182 59.69 5- 856 1.036 2.917 1.168 58.61 6.450 1.018 2.975 1.156 57.57 7-030 1.000 3.036 1.143 56.58 7- 592 0.982 3.100 1.131 55.65 8- 137 0.963 3.167 1.119 54.77 8.662 0.945 3.238 1.108 53.94 9- 164 0.927 3.313 1.098 53.18 (# 9 .642 0. 909 3 .392 1 088 52 .47 10 .092 0. 891 3 .475 1 078 51.82 10 .511 0. 872 3.562 1 070 51.24 10 .895 0. 854 3.655 1 062 50.73 11 .240 0. 836 3.752 1 055 50.28 11 .541 0. 818 3.856 1 049 49.91 11 .790 0. 800 3.965 1 044 49.61 11 .981 0. 781 4.081 1 040 49.40 12 .104 0. 763 4.205 1 038 49.26 12 .148 0. 745 4.336 1 037 49.22 42 .250 0. 745 4.336 1 037 49.22 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 5.25 FEET UPSTREAM OF NODE 119.00 | I DOWNSTREAM DEPTH = 1.054 FEET, UPSTREAM CONJUGATE DEPTH = 0.511 FEET | NODE 122.00 : HGL = < 306.245>;EGL- < 306.537>;FLOWLINE- < 305.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 122.00 FLOWLINE ELEVATION = 305.50 ASSUMED UPSTREAM CONTROL HGL = 306.25 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • station 11+51.71 Street 'D' Hydraulics 1151.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 11+51 STR D * * 1151.RES * ************************************************************************** FILE NAME: 1151.DAT TIME/DATE OF STUDY: 08:27 12/10/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 144.00- 1.62*Dc 557.23 1.47 542.47 } FRICTION 143.10- 2.23* 624.40 1.47 Dc 542.47 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 144.00 FLOWLINE ELEVATION = 285.67 PIPE FLOW = 20.50 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 287.270 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.60 FT.) IS LESS THAN CRITICAL DEPTH( 1.62 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 144.00 : HGL = < 287.294>;EGL= < 288.168>;FLOWLINE- < 285.670> ****************************************************************************** FLOW PROCESS FROM NODE 14 4.00 TO NODE 143.10 IS CODE = 1 UPSTREAM NODE 143.10 ELEVATION = 286.67 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 20.50 CFS PIPE DIAMETER = IS 3.00 INCHES PIPE LENGTH = 42.25 FEET MANNING S N = 0.01300 SF=(Q/K)**2 - ({ 20.50)/ ( 105.043))**2 = 0 03! 309 HF=L*SF = ( 42 25)*(0.03809) = 1.609 • NODE 143.10 : HGL = < 288.903>;EGL- < 290.993>;FLOWLINE- < 286.670> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 143.10 FLOWLINE ELEVATION = 286.67 Page 1 ASSUMED 1151.RES UPSTREAM CONTROL HGL = 288.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Station 10+79.77 Street 'D' Hydraulics 1079.RES **********************************************************i,i,i,^,^,^,.i,^^^.i,^^.^^.i^.i^.i^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 10+79 STR D * * 1079.RES * **************************************************^^^j,^^^^j^.^^^^^^^^^^^^^^^ FILE NAME: 1079.DAT TIME/DATE OF STUDY: 08:38 12/10/2003 A*******************************************************.^.^.^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 147.00- 1.20* 56.66 0.33 29 73 } FRICTION 148.00- 0.57* 21.68 0.53 Dc 21.55 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ************* *******t**********************************^^.^jj^.j.^^^^j^j^^^^^^j^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 147.00 FLOWLINE ELEVATION = 282.67 PIPE FLOW = 2.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 283.870 FEET NODE 147.00 : HGL = < 283.870>;EGL= < 283.897>;FLOWLINE- < 282.670> ********************************************************************^^^,^,^,^,.l^.l^.,,.l,.^ FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 1 UPSTREAM NODE 148.00 ELEVATION - 283.17 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.97 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.2 6 CRITICAL DEPTH(FT) - 0.53 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.200 1.319 1.227 56.66 0.306 1.173 1.348 1.202 54 27 0.610 1.147 1.379 1.176 51 95 Page 1 1079.RES 0 912 1.120 1.413 1.151 49.70 l'oi3 1.093 1.449 1.126 47.51 1 512 1.067 1.488 1.101 45.40 l'809 1.040 1.529 1.076 43.35 2:104 1.013 1.574 1.052 41-38 2 .396 2 . 685 2 . 970 3.252 3. 529 3.301 4 .067 4 . 325 4 . 576 0.987 1.622 1.027 39.48 0.960 1.674 1.003 37.66 0.933 1.730 0.980 35.92 0*907 1.790 0.956 34.27 0.880 1.856 0.933 32.69 0.853 1.926 0.911 31.21 0.827 2.003 0.889 29.81 0.800 2.086 0.868 28.51 0 773 2.177 0.847 27.30 4*816 0.747 2.276 0.827 26.19 5! 45 0.720 2.385 0.808 25.18 5.260 0.693 2.504 0.791 24.28 5.458 5. 635 5.787 5. 908 5 . 970 0.667 2.636 0.774 23.49 0 640 2.781 0.760 22.83 0.613 2.942 0.748 22.29 0.587 3.123 0.738 21.89 o!566 3.277 0.733 ^lit^__. 'NODr"l48'o77 HGr="r"283'736>;EGL= < 283. 903>;FLOWLINE- < 283.170> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NonF NUMBER = 148 00 FLOWLINE ELEVATION = 283.17 ASSSMISUPSTREAM CONTROL HGL = 283.70 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Basin 2 Hydrology 9605P2.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/10/03 CARLSBAD OAKS NORTH PROPOSED - BASIN 2 G:\ACCTS\961005\9605P2.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.800 24 hour precipitation(inches) - 4.900 Adjusted 6 hour precipitation (inches) - 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 380.00(Ft.) Highest elevation = 4 95.00(Ft.) Lowest elevation = 487.00(Ft.) Elevation difference = 8.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.84 min. TC - [1.8*(l.l-C)*distance^.5)/(% slope^(l/3)] TC = [1.8*(l.l-0.8500)*(380.00^.5)/( 2.11^(1/3)]- 6.84 Rainfall intensity (I) = 6.025 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.850 Subarea runoff = 13.468(CFS) Total initial stream area = 2.630(Ac.) Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 47 9.00(Ft.) Downstream point/station elevation = 475.00(Ft.) Pipe length = 380.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 13.468(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.468(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe - 23.89(In.) Page 1 9605P2.OUT Critical Depth = 15.84(In.) Pipe flow velocity - 7.66(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 7.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Time of concentration = 7.67 min. Rainfall intensity - 5.598(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.850 Subarea runoff = 10.515(CFS) for 2.210(Ac.) Total runoff - 23.983(CFS) Total area = 4.84(Ac.) Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 473.00(Ft.) Downstream point/station elevation - 465.00(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 23.983(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 23.983(CFS) Normal flow depth in pipe = 8.86(In.) Flow top width inside pipe = 23.16(In.) Critical Depth = 20.81(In.) Pipe flow velocity - 22.78(Ft/s) Travel time through pipe - 0.04 min. Time of concentration (TC) = 7.71 min. Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 465.00(Ft.) Downstream point/station elevation = 450.00(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 23.983(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 23.983(CFS) Normal flow depth in pipe - 11.64(In.) Flow top width inside pipe = 23.99(In.) Critical Depth - 20.81(In.) Pipe flow velocity - 15.89(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) - 8.03 min. I- +++++H Process from Point/Station 204.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.840(Ac.) Runoff from this stream = 23.983(CFS) Page 2 m # 9605P2.OUT Time of concentration = 8.03 min. Rainfall intensity = 5.435(In/Hr) Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 550.00(Ft.) Highest elevation = 472.00(Ft.) Lowest elevation = 463.00(Ft.) Elevation difference = 9.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.96 min. TC = [1.8*(l.l-C)*distance'^.5)/(% slope^(l/3)] TC = [1.8*(l.l-0.8500)*(550.00'^.5)/( 1.64-^(1/3)]= 8.96 Rainfall intensity (I) = 5.066 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.850 Subarea runoff = 32.853(CFS) Total initial stream area = 7.630(Ac.) Process from Point/Station 207.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 455.00(Ft.) Downstream point/station elevation = 450.00(Ft.) Pipe length = 180.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.853(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 32.853(CFS) Normal flow depth in pipe = 17.34(In.) Flow top width inside pipe = 21.49(In.) Critical Depth = 22.78(In.) Pipe flow velocity = 13.52(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) - 9.18 min. Process from Point/Station 207.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.630(Ac.) Runoff from this stream - 32.853(CFS) Time of concentration = 9.18 min. Rainfall intensity - 4.986(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.983 8.03 5.435 2 32.853 9.18 4.986 Qmax(1) = 1.000 * 1.000 * 23.983) + 1.000 * 0.875 * 32.853) + - 52.727 Page 3 9605P2.OUT Qmax(2) = 0.917 * 1.000 * 23.983) + 1.000 * 1.000 * 32.853) + = 54.855 Total of 2 streams to confluence: Flow rates before confluence point: 23.983 32.853 Maximum flow rates at confluence using above data: 52.727 54.855 Area of streams before confluence: 4.840 7.630 Results of confluence: Total flow rate = 54.855(CFS) Time of concentration = 9.178 min. Effective stream area after confluence = 12.470(Ac.) Process from Point/Station 205.000 to Point/Station 205.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Time of concentration = 9.18 min. Rainfall intensity = 4.986(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 15.215(CFS) for 3.590(Ac.) Total runoff = 70.071(CFS) Total area = 16.06(Ac.) Process from Point/Station 205.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 450.00(Ft.) Downstream point/station elevation - 414.00 (Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 70.071(CFS) Given pipe size - 30.00(In.) Calculated individual pipe flow = 70.071(CFS) Normal flow depth in pipe = 17.39(In.) Flow top width inside pipe = 29.62(In.) Critical depth could not be calculated. Pipe flow velocity = 23.76(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) - 9.53 min. I- + H Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.670 given for subarea Time of concentration - 9.53 min. Rainfall intensity - 4.867(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.670 Subarea runoff = 10.044(CFS) for 3.080(Ac.) Total runoff = 80.115(CFS) Total area = 19.14(Ac.) Process from Point/Station 208.000 to Point/Station 209.000 Page 4 9605P2.OUT **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 414.00(Ft.) Downstream point/station elevation = 382.00(Ft.) Pipe length = 375.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 80.115(CFS) Given pipe size - 36.00(In.) Calculated individual pipe flow - 80.115(CFS) Normal flow depth in pipe - 16.08(In.) Flow top width inside pipe = 35.79(In.) Critical Depth = 33.26(In.) Pipe flow velocity - 26.21(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) - 9.77 min. Process from Point/Station 208.000 to Point/Station 209.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.140(Ac.) Runoff from this stream - 80.115(CFS) Time of concentration - 9.77 min. Rainfall intensity - 4.7 90(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 1000.00(Ft.) Highest elevation - 414.00(Ft.) Lowest elevation - 396.00(Ft.) Elevation difference - 18.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 11.70 min. TC - [1.8*(l.l-C)*distance^.5)/(% slope"(l/3)] TC - [1.8*(l.l-0.8500)*(1000.00^.5)/( 1.80^(1/3)]- 11.70 Rainfall intensity (I) - 4.264 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.850 Subarea runoff = 44.650(CFS) Total initial stream area = 12.320(Ac.) Process from Point/Station 211.000 to Point/Station 212.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 389.00(Ft.) Downstream point/station elevation = 384.03(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 44.650(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 44.650(CFS) Normal flow depth in pipe = 13.76(In.) Flow top width inside pipe = 23.74(In.) Critical depth could not be calculated. Page 5 0 9605P2.OUT Pipe flow velocity = 23.96(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area - 12.320(Ac.) Runoff from this stream = 44.650(CFS) Time of concentration = 11.73 min. Rainfall intensity = 4.256(In/Hr) Process from Point/Station 208.200 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 25.00(Ft.) Highest elevation = 424.50(Ft.) Lowest elevation = 424.00(Ft.) Elevation difference - 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.79 min. TC - [1.8*(l.l-C)*distance'^.5)/(% slope" (1/3)] TC = [1.8*(l.l-0.8500)*( 25.00".5)/( 2.00-^(1/3)]= 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.850 Subarea runoff = 0.063(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 208.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 424.000(Ft.) End of street segment elevation = 396.000(Ft.) Length of street segment = 360.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street = 0.072(CFS) Depth of flow = 0.067(Ft.), Average velocity = 2.709(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.71(Ft/s) Page 6 0 9605P2.OUT Travel time = 2.21 min. TC = 7.21 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity = 5.823(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff = 1.534(CFS) for 0.310(Ac.) Total runoff = 1.597(CFS) Total area = 0.32(Ac.) Street flow at end of street - 1.597(CFS) Half street flow at end of street - 1.597(CFS) Depth of flow = 0.202(Ft.), Average velocity = 4.442(Ft/s) Flow width (from curb towards crown)= 5.370(Ft.) 0.850 Process from Point/Station 208.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 212.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.320 (Ac) Runoff from this stream = 1.597(CFS) Time of concentration = 7.21 min. Rainfall intensity = 5.823(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 44.650 1.597 Qmax(1) - Qmax(2) = 11.73 7.21 1.000 0.731 1.000 1.000 1.000 1.000 0.615 1.000 4.256 5.823 44.650) + 1.597) + 44.650) + 1.597) + 45.817 29.053 Total of 2 streams to confluence: Flow rates before confluence point: 44.650 1.597 Maximum flow rates at confluence using above data: 45.817 29.053 Area of streams before confluence: 12.320 0.320 Results of confluence: Total flow rate = 45.817(CFS) Time of concentration = 11.733 min. Effective stream area after confluence = 12.640(Ac.) Process from Point/Station 212.000 to Point/Station 209.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 382.90(Ft.) Downstream point/station elevation - 382.50(Ft.) Pipe length - 7.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.817(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 45.817(CFS) Normal flow depth in pipe = 14.46(In.) Page 7 0 9605P2.OUT Flow top width inside pipe - 29.98(In.) Critical Depth - 26.88(In.) Pipe flow velocity - 19.55(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.74 min. Process from Point/Station 212.000 to Point/Station 209.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.640(Ac.) Runoff from this stream - 45.817(CFS) Time of concentration = 11.74 min. Rainfall intensity - 4.254(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 208.700 to Point/Station 208.500 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 65.00(Ft.) Highest elevation = 455.00(Ft.) Lowest elevation = 424.00(Ft.) Elevation difference - 31.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.00 min. TC - [1.8* (1.1-C) •distance'^.5) / (% slope'^ (1/3) ] TC = [1.8*(1.1-0.3500)*( 65.00'^.5)/( 47.69-^(1/3)]= 3.00 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.350 Subarea runoff = 0.026(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 208.500 to Point/Station 215.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 424.000(Ft.) End of street segment elevation = 396.000(Ft.) Length of street segment = 390.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0010 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0010 Estimated mean flow rate at midpoint of street = 0.040(CFS) Page 8 5.38 min. 9605P2.OUT Depth of flow = 0.020(Ft.), Average velocity = 17.318(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 17.32(Ft/s) Travel time = 0.38 min. TC - Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity - 7.041(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.4 90 Subarea runoff - 3.898(CFS) for 1.130(Ac.) Total runoff - 3.924(CFS) Total area - 1.14(Ac.) Street flow at end of street - 3.924(CFS) Half street flow at end of street = 3.924(CFS) Depth of flow = 0.110(Ft.), Average velocity - 54.370(Ft/s) Flow width (from curb towards crown)- 1.500(Ft.) Process from Point/Station 215.000 to Point/Station **** SUBAREA FLOW ADDITION **** 215.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type Time of concentration - Rainfall intensity = 7. ] 5.38 min. .041(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff - 30.582(CFS) for 5.110(Ac.) Total runoff - 34.506(CFS) Total area = 6.25(Ac.) Process from Point/Station 215.000 to Point/Station 209.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 383.40(Ft.) Downstream point/station elevation = 382.50(Ft.) Pipe length = 43.07(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.506(CFS) Given pipe size - 30.00(In.) Calculated individual pipe flow = 34.506(CFS) Normal flow depth in pipe = 16.43(In.) Flow top width inside pipe = 29.86(In.) Critical Depth = 23.95(In.) Pipe flow velocity = 12.53(Ft/s) Travel time through pipe - 0.06 min. Time of concentration (TC) = 5.43 min. Process from Point/Station 215.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 209.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 6.250(Ac.) Runoff from this stream = 34.506(CFS) Time of concentration = 5.43 min. Rainfall intensity - 6.993(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Page 9 • 9605P2.OUT 1 80 115 9 77 4. 790 2 45 817 11 74 4. 254 3 34 506 5 43 6. 993 Qmax(1) - 1.000 * 1.000 * 80. 115) + 1.000 * 0.832 * 45 817) + 0.685 * 1.000 * 34 506) + = 141 870 Qmax(2) - 0.888 * 1.000 * 80 115) + 1.000 * 1.000 * 45 817) + 0.608 * 1.000 * 34 506) + = 137 961 Qmax(3) = 1.000 * 0.556 * 80 115) + 1.000 * 0.463 * 45 817) + 1.000 * 1.000 * 34 506) + = 100 272 Total of 3 main streams to confluence: Flow rates before confluence point: 80.115 45.817 34.506 Maximum flow rates at confluence using above data: 141.870 137.961 100.272 Area of streams before confluence: 19.140 12.640 6.250 Results of confluence: Total flow rate = 141.870(CFS) Time of concentration = 9.7 67 min. Effective stream area after confluence = 38.030(Ac.) Process from Point/Station 209.000 to Point/Station 209.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 378.50(Ft.) Downstream point/station elevation - 374.50(Ft.) Pipe length - 90.36(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 141.870(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow - 141.870(CFS) Normal flow depth in pipe = 25.17(In.) Flow top width inside pipe = 41.16(In.) Critical depth could not be calculated. Pipe flow velocity = 23.59(Ft/s) Travel time through pipe - 0.06 min. Time of concentration (TC) = 9.83 min. I-++ Process from Point/Station 209.500 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 374.17(Ft.) Downstream point/station elevation = 350.40(Ft.) Pipe length - 280.94(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 141.870(CFS) Given pipe size - 42.00(In.) Calculated individual pipe flow = 141.870(CFS) Normal flow depth in pipe - 20.63(In.) Flow top width inside pipe = 41.99(In.) Critical depth could not be calculated. Pipe flow velocity = 30.18(Ft/s) Page 10 9605P2.OUT Travel time through pipe = 0.16 min. Time of concentration (TC) = 9.99 min. Process from Point/Station 209.500 to Point/Station 213.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 38.030(Ac.) Runoff from this stream - 141.870(CFS) Time of concentration = 9.99 min. Rainfall intensity - 4.722(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 245.000 to Point/Station 246.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 750.00(Ft.) Highest elevation = 412.00(Ft.) Lowest elevation = 400.00(Ft.) Elevation difference - 12.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 10.54 min. TC - [1.8*(l.l-C)*distance".5)/(% slope"(l/3)] TC - [1.8*(l.l-0.8500)*(750.00'^.5)/( 1.60^(1/3)]= 10.54 Rainfall intensity (I) = 4.561 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 25.899(CFS) Total initial stream area = 6.680(Ac.) Process from Point/Station 246.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 389.80(Ft.) Downstrecim point/station elevation = 353.33(Ft.) Pipe length - 187.10(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 25.899(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 25.899(CFS) Normal flow depth in pipe = 8.34(In.) Flow top width inside pipe = 22.86(In.) Critical Depth = 21.39(In.) Pipe flow velocity = 26.70(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) - 10.65 min. Process from Point/Station 246.000 to Point/Station 216.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stresim number: 2 in normal stream number 1 Stream flow area = 6.680(Ac.) Runoff from this stream = 25.899(CFS) Page 11 # 9605P2.OUT Time of concentration - 10.65 min. Rainfall intensity - 4.529(In/Hr) Process from Point/Station 214.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 25.00(Ft.) Highest elevation = 396.50(Ft.) Lowest elevation - 396.00(Ft.) Elevation difference - 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.79 min. TC - [1.8*(l.l-C)*distance-^.5)/(% slope-^ (1/3) ] TC - [1.8* (1.1-0.8500) * ( 25.00".5)/( 2.00-^(1/3)]= 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.850 Subarea runoff - 0.063(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 215.000 to Point/Station 216.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 396.000(Ft.) End of street segment elevation = 365.000(Ft.) Length of street segment - 400.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 26.000(Ft.) Distance from crown to crossfall grade break - 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500 (In.) Manning's N in gutter = 0.0010 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0010 Estimated mean flow rate at midpoint of street - 0.105(CFS) Depth of flow - 0.028(Ft.), Average velocity = 22.630(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity - 22.63(Ft/s) Travel time - 0.29 min. TC = 5.29 min. Adding area flow to street User specified 'C value of 0.530 given for subarea Rainfall intensity = 7.110(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.530 Subarea runoff- 5.087(CFS) for 1.350(Ac.) Total runoff = 5.150(CFS) Total area = 1.36(Ac.) Street flow at end of street - 5.150(CFS) Half street flow at end of street - 5.150(CFS) Depth of flow - 0.120(Ft.), Average velocity - 59.885(Ft/s) Flow width (from curb towards crown)- 1.500(Ft.) Page 12 9605P2.OUT Process from Point/Station 215.000 to Point/Station 216.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nuraber 2 Stream flow area - 1.360(Ac.) Runoff from this stream - 5.150(CFS) Time of concentration - 5.29 min. Rainfall intensity = 7.110(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.899 10.65 4.529 2 5.150 5.29 7.110 Qmax(1) = 1.000 * 1.000 * 25.899) + 0.637 * 1.000 * 5.150) + = 29.179 Qmax(2) - 1.000 * 0.497 * 25.899) + 1.000 * 1.000 * 5.150) + = 18.021 Total of 2 streams to confluence: Flow rates before confluence point: 25.899 5.150 Maximum flow rates at confluence using above data: 29.179 18.021 Area of streams before confluence: 6.680 1.360 Results of confluence: Total flow rate = 29.179(CFS) Time of concentration - 10.653 min. Effective stream area after confluence - 8.040(Ac.) I-+++++ Process from Point/Station 216.000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 354.00(Ft.) Downstream point/station elevation = 351.90(Ft.) Pipe length = 43.91(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 29.179(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 29.179(CFS) Normal flow depth in pipe = 13.25(In.) Flow top width inside pipe = 23.87 (In.) Critical Depth = 22.18(In.) Pipe flow velocity = 16.39(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.70 min. Process from Point/Station 216.000 to Point/Station 213.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.040(Ac.) Runoff from this stream - 29.17 9(CFS) Time of concentration = 10.70 min. Page 13 9605P2.OUT Rainfall intensity- 4.517(In/Hr) Program is now starting with Main Stream No. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 212.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft.) Highest elevation - 396.50(Ft.) Lowest elevation = 396.00(Ft.) Elevation difference - 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.7 9 min. TC = [1.8*(l.l-C)*distance'>.5)/(% slope-^ (1/3) ] TC = [1.8* (1.1-0.8500) * ( 25.00'^.5)/( 2.00^(1/3)]= 1.79 Setting time of concentration to 5 rainutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.850 Subarea runoff - 0.063(CFS) Total initial stream area = 0.010 (Ac) Process from Point/Station 212.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 396.000(Ft.) End of street segment elevation - 365.000(Ft.) Length of street segment - 370.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break - 24.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0010 Estiraated mean flow rate at midpoint of street - 0.072(CFS) Depth of flow = 0.066(Ft.), Average velocity = 2.780(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.78(Ft/s) Travel time - 2.22 min. TC - 7.22 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity = 5.822(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.850 Subarea runoff - 1.435(CFS) for 0.290(Ac.) Total runoff - 1.4 98(CFS) Total area = 0.30(Ac.) Street flow at end of street = 1.498(CFS) Page 14 0 9605P2.OUT Half street flow at end of street = 1.4 98(CFS) Depth of flow - 0.175(Ft.), Average velocity = 6.521(Ft/s) Flow width (from curb towards crown)= 3.980(Ft.) Process from Point/Station 217.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 213.000 Upstream point/station elevation = 352.00(Ft.) Downstream point/station elevation = 351.50(Ft.) Pipe length - 4.75(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 1.498(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.498(CFS) Normal flow depth in pipe - 2.57(In.) Flow top width inside pipe - 12.60(In.) Critical Depth - 5.50(In.) Pipe flow velocity - 9.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.23 min. Process from Point/Station 217.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 213.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area - 0.300 (Ac) Runoff from this stream = 1.498(CFS) Time of concentration - 7.23 min. Rainfall intensity- 5.817(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 141.870 29.179 Qmax (1) = Qmax(2) Qmax(3) = 1.498 1.000 1.000 0.812 0.957 1.000 0.776 1.000 1.000 1.000 9.99 10.70 7.23 1.000 0. 933 1.000 1.000 1.000 1.000 0.724 0. 675 1.000 4.722 4.517 5.817 141.870) + 29.179) + 1.498) + 141.870) + 29.179) + 1.498) + 141.870) + 29.179) + 1.498) + 170.322 166.044 123.877 Total of 3 main streams to confluence: Flow rates before confluence point: 141.870 29.179 1.498 Maximum flow rates at confluence using above data: 170.322 166.044 123.877 Area of streams before confluence: 38.030 8.040 0.300 • Results of confluence: Page 15 0 9605P2.OUT Total flow rate = 170.322(CFS) Time of concentration = 9.986 min. Effective streeim area after confluence - 4 6.370(Ac.) Process from Point/Station 213.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 349.90(Ft.) Downstream point/station elevation = 332.03(Ft.) Pipe length - 311.07(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 170.322(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 170.322(CFS) Normal flow depth in pipe = 23.86(In.) Flow top width inside pipe - 48.00(In.) Critical Depth - 44.74(In.) Pipe flow velocity = 27.33(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 218.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.370 (Ac) Runoff from this stream = 170.322(CFS) Time of concentration = 10.18 min. Rainfall intensity - 4.665(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 219.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 1050.00(Ft.) Highest elevation = 359.00(Ft.) Lowest elevation - 348.00(Ft.) Elevation difference = 11.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.92 min. TC - [1.8*(l.l-C)*distance'^.5)/(% slope-^ (1/3) ] TC = [1.8*(l.l-0.8750)*(1050.00'^.5)/( 1.05^(1/3)]- 12.92 Rainfall intensity (I) - 3.999 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.875 Subarea runoff = 40.168(CFS) Total initial stream area = 11.480(Ac.) Process from Point/Station 220.000 to Point/Station 221.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 0 Upstream point/station elevation = 337.60(Ft.) Downstream point/station elevation = 334.38(Ft.) Page 16 0 0 9605P2.OUT Pipe length - 91.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 40.168(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 40.168(CFS) Normal flow depth in pipe - 15.38(In.) Flow top width inside pipe = 29.99(In.) Critical Depth - 25.59(In.) Pipe flow velocity = 15.86(Ft/s) Travel time through pipe - 0.10 min. Time of concentration (TC) = 13.02 min. Process from Point/Station 220.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.480(Ac.) Runoff from this stream = 40.168(CFS) Time of concentration = 13.02 min. Rainfall intensity = 3.980(In/Hr) Process from Point/Station 225.000 to Point/Station 217.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft.) Highest elevation = 365.50(Ft.) Lowest elevation = 365.00(Ft.) Elevation difference - 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 1.7 9 rain. TC - [1.8*(l.l-C)*distance-^.5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8500)*( 25.00'^.5)/( 2.00-^(1/3)]- 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.850 Subarea runoff - 0.063(CFS) Total initial stream area - 0.010 (Ac) I-+ Process from Point/Station 217.000 to Point/Station 221.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 365.000(Ft.) End of street segment elevation - 342.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Page 17 0 9605P2.OUT Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.071(CFS) Depth of flow = 0.067(Ft.), Average velocity - 2.622(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity - 2.62(Ft/s) Travel time - 2.03 min. TC - 7.03 min. Adding area flow to street User specified 'C value of 0.8 90 given for subarea Rainfall intensity = 5.919(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - 0.890 Subarea runoff = 1.475(CFS) for 0.280(Ac.) Total runoff = 1.538(CFS) Total area = 0.29(Ac.) Street flow at end of street - 1.538(CFS) Half street flow at end of street = 1.538(CFS) Depth of flow - 0.202(Ft.), Average velocity - 4.271(Ft/s) Flow width (from curb towards crown)- 5.374(Ft.) Process from Point/Station 217.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 221.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.290(Ac.) Runoff from this stream - 1.538(CFS) Time of concentration - 7.03 min. Rainfall intensity - 5.919(In/Hr) Summary of stream data: • Stream No. Flow rate (CFS) Qmax(1) - Qmax(2) - 40.168 1.538 1.000 0. 672 1.000 1.000 TC (min) 13.02 7.03 1, 1, 000 000 0.540 1.000 Rainfall Intensity (In/Hr) 3.980 5.919 40.168) + 1.538) + 40.168) + 1.538) + 41.202 23.244 Total of 2 strearas to confluence: Flow rates before confluence point: 40.168 1.538 Maximum flow rates at confluence using above data: 41.202 23.244 Area of streams before confluence: 11.480 0.290 Results of confluence: Total flow rate - 41.202(CFS) Time of concentration = 13.017 min. Effective stream area after confluence = 11.770(Ac.) Process from Point/Station 221.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 218.000 0 Upstream point/station elevation - 334.05(Ft.) Downstream point/station elevation = 333.20(Ft.) Pipe length - 5.15(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 41.202(CFS) Page 18 0 0 9605P2.OUT Given pipe size - 30.00(In.) Calculated individual pipe flow - 41.202(CFS) Normal flow depth in pipe = 10.16(In.) Flow top width inside pipe = 28.40(In.) Critical Depth = 25.85(In.) Pipe flow velocity - 28.13(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.02 min. Process from Point/Station 221,000 to Point/Station 218.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.770(Ac.) Runoff from this stream = 41.202(CFS) Time of concentration = 13.02 min. Rainfall intensity = 3.979(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 225.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft.) Highest elevation = 365.50(Ft.) Lowest elevation - 365.00(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.43 min. TC - [1.8*(l.l-C)*distance".5)/(% slope-^ (1/3) ] TC - [1.8*(l.l-0.9000)*( 25.00'^.5)/( 2.00-^(1/3)]= 1.43 Setting time of concentration to 5 minutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.900 Subarea runoff - 0.066(CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 216.000 to Point/Station 224.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 365.000(Ft.) End of street segment elevation - 343.000(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Page 19 0 0 9605P2.OUT Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.078(CFS) Depth of flow = 0.070(Ft.), Average velocity = 2.654(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 2.65(Ft/s) Travel time = 1.98 min. TC = 6.98 min. Adding area flow to street User specified 'C value of 0.730 given for subarea Rainfall intensity = 5.950(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.730 Subarea runoff - 1.564(CFS) for 0.360(Ac.) Total runoff - 1.630(CFS) Total area = 0.37(Ac.) Street flow at end of street - 1.630(CFS) Half street flow at end of street = 1.630(CFS) Depth of flow - 0.206(Ft.), Average velocity - 4.274(Ft/s) Flow width (from curb towards crown)- 5.569(Ft.) Process from Point/Station 216.000 to Point/Station 224.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area - 0.370(Ac.) Runoff from this stream - 1.630(CFS) 0 Time of concentration - 6.98 min. Rainfall intensity- 5.950(In/Hr) Process from Point/Station 222.000 to Point/Station 223.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 750.00(Ft.) Highest elevation = 365.00(Ft.) Lowest elevation - 358.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 10.09 min. TC = [1.8*(l.l-C)*distance".5)/(% slope"(1/3)] TC = [1.8*(l.l-0.9000)*(750.00".5)/( 0.93"(l/3)]= 10.09 Rainfall intensity (I) = 4.691 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff = 22.503(CFS) Total initial stream area - 5.330(Ac.) ++++++++++++++++H Process from Point/Station 223.000 to Point/Station 224.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 345.40(Ft.) Downstream point/station elevation = 336.33(Ft.) Pipe length - 100.30(Ft.) Manning's N - 0.013 No, of pipes - 1 Required pipe flow - 22.503(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 22.503(CFS) Normal flow depth in pipe - 9.50(In.) Page 20 0 9605P2.OUT Flow top width inside pipe - 23.48(In.) Critical Depth - 20.29(In.) Pipe flow velocity - 19.44(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) = 10.17 min. Process from Point/Station 223.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 224.000 Along Main Stream number: 3 in normal stream number 2 Stream flow area - 5.330(Ac.) Runoff from this stream - 22.503(CFS) Time of concentration = 10.17 min. Rainfall intensity- 4.665(In/Hr) Summary of stream data: Strecim No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1.630 22.503 Qmax(1) = Qmax(2) - 6.98 10.17 000 000 784 000 1.000 0.686 1.000 1.000 5.950 4.665 1.630) + 22.503) + 1.630) + 22.503) + 17.064 23.781 Total of 2 streams to confluence: Flow rates before confluence point: 1.630 22.503 Maximtim flow rates at confluence using above data: 17.064 23.781 Area of streams before confluence: 0.370 5.330 Results of confluence: Total flow rate = 23.781(CFS) Time of concentration - 10.174 min. Effective stream area after confluence - 5.700(Ac.) Process from Point/Station 224.000 to Point/Station 218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 333.16(Ft.) Downstream point/station elevation = 332.08(Ft.) Pipe length - 44.03(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 23.781(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 23.781(CFS) Normal flow depth in pipe = 14.39(In.) Flow top width inside pipe = 23.52(In.) Critical Depth - 20.76(In.) Pipe flow velocity = 12.09(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) - 10.24 min. 0 Process frora Point/Station 224.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** Page 21 218.000 # 9605P2.OUT The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.700(Ac.) Runoff from this stream = 23.781(CFS) Time of concentration - 10.24 min. Rainfall intensity - 4.648(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) 170.322 41.202 23.781 Qmax(2) - Qmax(3) 10.18 13.02 10.24 4.665 3.979 4.648 1. 000 * 1 000 * 170 322) + 1. 000 * 0 781 * 41 202) + 1. 000 * 0 994 * 23 781) + = 226 164 0. 853 * 1 000 * 170 322) + 1. 000 * 1 000 * 41 202) + 0. 856 * 1 000 * 23 781) + -206 844 0. 996 * 1 000 * 170 322) + 1. 000 * 0 786 * 41 202) + 1. 000 * 1 000 * 23 781) + = 225 850 Total of 3 main streams to confluence: Flow rates before confluence point: 170.322 41.202 23.781 Maximum flow rates at confluence using above data: 226.164 206.844 225.850 Area of streams before confluence: 46.370 11.770 5.700 Results of confluence: Total flow rate - 226.164(CFS) Time of concentration = 10.175 min. Effective stream area after confluence 63.840(Ac.) Process from Point/Station 218.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 226.000 Upstream point/station elevation = 331.70(Ft.) Downstream point/station elevation = 330.00(Ft.) Pipe length - 48.28(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 226.164(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow - 226.164(CFS) Normal flow depth in pipe = 33.66(In.) Flow top width inside pipe = 43.94(In.) Critical depth could not be calculated. Pipe flow velocity = 24.03(Ft/s) Travel time through pipe - 0.03 min. Time of concentration (TC) = 10.21 min. +++H Process from Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 227.000 Page 22 9605P2.OUT 0 0 Upstream point/station elevation - 329.58(Ft.) Downstream point/station elevation - 316.88(Ft.) Pipe length = 88.44(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 226.164(CFS) Given pipe size - 48.00(In.) Calculated individual pipe flow - 226.164(CFS) Normal flow depth in pipe = 21.56(In.) Flow top width inside pipe = 47.75 (In.) Critical depth could not be calculated. Pipe flow velocity - 41.31(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.24 min. Process from Point/Station 227.000 to Point/Station 228.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 316.55(Ft.) Downstream point/station elevation - 306.00(Ft.) Pipe length - 63.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 226.164 (CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 226.164(CFS) Normal flow depth in pipe - 20.70(In.) Flow top width inside pipe = 47.54(In.) Critical depth could not be calculated. Pipe flow velocity - 43.66(Ft/s) Travel time through pipe - 0.02 min. Time of concentration (TC) - 10.27 min. End of computations, total study area - 63.84 (Ac.) Page 23 Basin 2 Hydraulics 9605P2.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PROPOSED BASIN 2 * * 9605P2.RES * ************************************************************************** FILE NAME: 9605P2.DAT TIME/DATE OF STUDY: 14:38 12/10/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN 0 NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH FT) MOMENTUM(POUNDS 228 00- } FRICTION 3 90 Dc 9433 44 2 28* 13866.07 227 10- } JUNCTION 3 90 Dc 9433 44 3 77* 9466.98 227 00- ) FRICTION 7 36 12093 89 2 20* 14446.27 226 10- } JUNCTION 3 90 Dc 9433 44 3 26* 10056.06 226 00- } FRICTION 3 90 Dc 9433 44 3 36* 9885.12 218 10- } JUNCTION 3 90*Dc 9433 44 3 90*Dc 9433.44 218 00- } FRICTION 8 08 9242 02 2 00* 9272.51 213 10- ) JUNCTION 3 73 Dc 5965 86 2 12* 8687.32 213 00- } FRICTION 3 64 5188 48 1 76* 8287.61 209 60- } JUNCTION 3 36 Dc 5077 90 2 37* 6078.29 209 50- } FRICTION 3 36 Dc 5077 90 2 39* 6029.06 209 10- } JUNCTION 3 36 Dc 5077 90 3 04* 5177.89 209 00- ) FRICTION 3 28 2545 14 1 73* 3132.42 208 80-2 77*Dc 2384 76 2 77*Dc 2384.76 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 228.00 FLOWLINE ELEVATION - 306.00 Page 1 9605P2.RES PIPE FLOW = 226.20 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 309.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 3.20 FT.) IS LESS THAN CRITICAL DEPTH( 3.90 FT.) —> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 228.00 : HGL = < 308.278>;EGL- < 322.820>;FLOWLINE- < 306.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 227.10 228.00 TO NODE 227.10 IS CODE - 1 ELEVATION - 316.55 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 226.20 CFS PIPE PIPE LENGTH - 63.30 FEET DIAMETER - 48.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 1.72 CRITICAL DEPTH(FT) -3.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 3 768 18 425 9. 042 9466 .98 0. 433 3 686 18 676 9. 105 9514 .77 1. 043 3 604 18 967 9. 194 9581 .15 1. 835 3 522 19 297 9. 308 9665 .55 2. 816 3 441 19 666 9. 450 9767 .92 4. 002 3 359 20 073 9. 620 9888 .60 5. 413 3 277 20 521 9. 820 10028 .17 7. 073 3 195 21 Oil 10. 055 10187 .48 9. 014 3 114 21 546 10 327 10367 .61 11. 276 3 032 22 128 10 640 10569 .87 13. 907 2 950 22 760 10 999 10795 .79 16. 967 2 868 23 447 11 411 11047 .19 20. 532 2 787 24 194 11 882 11326 .17 24 . 696 2 705 25 006 12 420 11635 .16 29. 584 2 623 25 889 13 037 11976 .95 35. 354 2 541 26 850 13 743 12354 .79 42. 219 2 460 27 899 14 553 12772 .43 50. 474 2 .378 29 044 15 485 13234 .23 60 530 2 296 30 298 16 560 13745 .27 63 300 2 .278 30 593 16 820 13866 .07 NODE 227.10 HGL = < 320. 318>;EGL= < 325.592>, FLOWLINE- < 316. 550> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 227.00 227.10 TO NODE ELEVATION = 227.00 IS CODE = 5 316.88 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 226.20 226.20 0.00 0.00 DIAMETER ANGLE FLOWLINE (INCHES) (DEGREES) ELEVATION 50.00 48.00 48.00 0.00 0.00 0.00 0.00 316.88 316.55 0.00 0.00 CRITICAL DEPTH(FT.) 3. 90 3.90 0.00 0.00 VELOCITY (FT/SEC) 32.010 18.431 0.000 0.000 0.00—Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0.07270 Page 2 0 9605P2.RES DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.02143 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04707 JUNCTION LENGTH - 5.00 FEET FRICTION LOSSES - 0.235 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 9.395)+( 0.000) - 9.395 NODE 227.00 : HGL - < 319.076>;EGL- < 334.987>;FLOWLINE- < 316.880> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 226.10 227.00 TO NODE 226.10 IS CODE = 1 ELEVATION - 329.58 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 226.20 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH -88.44 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 1 .80 CRITICAL DEPTH(FT) 3.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -3.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 000 3. 262 20. 609 9 861 10056. 06 1 431 3. 203 20. 961 10 030 10170. 83 3 034 3. 145 21. 336 10 218 10296. 22 4 827 3. 086 21 735 10 426 10432. 69 6 830 3. 028 22 159 10 657 10580. 77 9 066 2. 969 22 608 10 911 10741. 04 11 562 2. 911 23 086 11 191 10914. 16 14 352 2. 852 23 592 11 500 11100. 86 17 473 2. 793 24 130 11 840 11301. 95 20 973 2. 735 24 700 12 214 11518. 32 24 908 2 676 25 306 12 627 11750. 98 29 345 2 618 25 950 13 081 12001. 03 34 368 2 559 26 635 13 582 12269. 69 40 084 2 501 27 363 14 134 12558. 35 46 624 2 442 28 138 14 744 12868. 50 54 163 2 383 28 964 15 418 13201. 83 62 929 2 325 29 846 16 165 13560. 25 73 .233 2 266 30 787 16 994 13945. 85 85 .513 2 208 31 794 17 914 14361. 00 88 .440 2 196 32 000 18 107 14446. 27 NODE 226.10 : HGL = < 332.842>;EGL= < 339.441>;FLOWLINE- < 329.580 ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 226.00 226.10 TO NODE ELEVATION - 226.00 IS CODE - 5 330.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 226.20 226.20 0.00 0.00 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 48.00 48.00 0.00 0.00 0.00 0.00 0.00 330.00 329.58 0.00 0.00 0.00—=Q5 EQUALS BASIN INPUT=== 90 90 00 0.00 20.068 20.615 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02377 Page 3 0 9605P2.RES DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.02503 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02440 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.098 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.174)+( 0.000) - 0.174 NODE 226.00 : HGL - < 333.361>;EGL= < 339.615>;FLOWLINE- < 330.000> ************************************************* ***************************** FLOW PROCESS FROM NODE UPSTREAM NODE 218.10 226.00 TO NODE 218.10 IS CODE = 1 ELEVATION = 331.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 226.20 CFS PIPE DIAMETER - 48.00 INCHES PIPE LENGTH = 48.28 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) -2.81 CRITICAL DEPTH(FT) -3.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3 . 904 18 109 8 999 9433.44 0.365 3 .860 18 195 9 004 9437.25 1.384 3 .816 18 297 9 018 9447.98 2.989 3 .772 18 413 9 040 9464.93 5.153 3 .728 18 541 9 070 9487.69 7.869 3 . 684 18 682 9 107 9515.98 11.150 3 .640 18 834 9 152 9549.62 15.023 3 .596 18 997 9 204 9588.50 19.527 3 .552 19 172 9 263 9632.58 24.715 3 .508 19 358 9 331 9681.85 30.658 3 .464 19 555 9 406 9736.31 37.443 3 .420 19 763 9 489 9796.02 45.184 3 .376 19 982 9 581 9861.06 48.280 3 .361 20 062 9 615 9885.12 NODE 218.10 • HGL = < 335. 604>;EGL= < 340.699>;FLOWLINE= < 331.700> **********************************************************************i,.l,i,.l^.l,.l,.f^.l^ FLOW PROCESS FROM NODE 218.10 TO NODE 218.00 IS CODE - 5 UPSTREAM NODE 218.00 ELEVATION = 332.03 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 170.30 226.20 35.40 20.50 DIAMETER (INCHES) 48.00 48.00 30.00 24.00 ANGLE (DEGREES) 0.00 90.00 90.00 FLOWLINE ELEVATION 332.03 331.70 333.20 332.08 CRITICAL DEPTH(FT.) 3.73 3.90 2.02 1.62 0.00===Q5 EQUALS BASIN INPUT=— VELOCITY (FT/SEC) 27.087 18.114 8.333 6.525 0 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05613 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.02203 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03908 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.156 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) Page 4 9605P2.RES 4.725 JUNCTION LOSSES = ( 4.725)+( 0.000) - NODE 218.00 : HGL - < 334.031>;EGL= < 345.424>;FLOWLINE= < 332.030> *************************************************************^,*^,^,^,^,^,^,.l,^.l,^.^.l^.^.l^^ FLOW PROCESS FROM NODE 218.00 TO NODE 213.10 IS CODE = 1 UPSTREAM NODE 213.10 ELEVATION - 349.90 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 170.30 CFS PIPE DIAMETER - 48.00 INCHES PIPE LENGTH = 311.07 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.99 CRITICAL DEPTH(FT) = 3.73 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.12 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 .000 2 .121 25 158 11 955 8687 32 5 .146 2 .116 25 237 12 012 8711 36 10 .536 2 .110 25 318 12 070 8735 57 16 .193 2 .105 25 398 12 128 8759 96 22 .139 2 .100 25 479 12 187 8784 54 28 .405 2 .094 25 561 12 246 8809 29 35 .023 2 .089 25 643 12 306 8834 23 42 .031 2 .084 25 726 12 367 8859 36 49 . 474 2 .078 25 810 12 428 8884 67 57 . 405 2 .073 25 894 12 491 8910 17 65 .886 2 .068 25 978 12 553 8935 87 74 . 995 2 .062 26 063 12 617 8961 75 84 .824 2 .057 26 149 12 681 8987 83 95 490 2 .052 26 235 12 746 9014 11 107 137 2 .046 26 322 12 811 9040 58 119 953 2 .041 26 409 12 877 9067 25 134 186 2 .036 26 497 12 944 9094 12 150 169 2 .030 26 585 13 012 9121 19 168 373 2 .025 26 674 13 080 9148 47 189 484 2 .019 26 764 13 149 9175 95 214 567 2 .014 26. 854 13 219 9203 64 245 408 2 .009 26. 945 13 290 9231. 55 285 350 2 .003 27. 037 13 361 9259. 66 311 070 2 001 27. 079 13 394 9272. 51 NODE 213.10 : HGL = < 352.021>;EGL= < 361.855>;FLOWLINE- < 349.900> ************************************************************^,^,^,^,.,,^,.^^.l^^,.l,.l,.l^^^.^.l^.^^ FLOW PROCESS FROM NODE 213.10 TO NODE 213.00 IS CODE = 5 UPSTREAM NODE 213.00 ELEVATION = 350.40 (FLOW IS SUPERCRITICAL) ANGLE FLOWLINE (DEGREES) ELEVATION 0. 00 350 40 349 90 45. 00 351 90 90. 00 352 40 CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) UPSTREAM 141.90 42.00 DOWNSTREAM 170.30 48.00 LATERAL #1 27.00 24.00 LATERAL #2 1.40 18.00 Q5 0.00—-Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - Page 5 CRITICAL DEPTH(FT.) 3.36 3.73 1.81 0.44 VELOCITY (FT/SEC) 29.318 25.166 9.037 3.205 07829 04617 0 9605P2.RES AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06223 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.249 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.651)+( 0.000) = 3.651 NODE 213.00 : HGL = < 352.158>;EGL- < 365.506>;FLOWLINE- < 350.400> t***************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 209.60 IS CODE = 1 UPSTREAM NODE 209.60 ELEVATION = 374.17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 141.90 CFS PIPE DIAMETER - 42.00 INCHES PIPE LENGTH - 280.94 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1.72 CRITICAL DEPTH(FT) = 3.36 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUND 0.000 2.370 20.459 8.874 6078.29 2.586 2.344 20.715 9.011 6137.35 5.360 2.318 20.978 9.156 6198.74 8.339 2.292 21.250 9.308 6262.55 11.544 2.266 21.530 9.4 68 6328.85 14.999 2.240 21.819 9.637 6397.74 18.730 2.214 22.117 9.814 6469.31 22.771 2.187 22.425 10.001 6543.67 27.157 2.161 22.743 10.198 6620.91 31.934 2.135 23.072 10.406 6701.15 37.154 2.109 23.411 10.625 6784.50 42.882 2.083 23.761 10.856 6871.09 49.195 2.057 24.123 11.099 6961.06 56.191 2.031 24.497 11.356 7054.53 63.992 2.005 24.884 11.627 7151.66 72.757 1.979 25.285 11.913 7252.60 82.693 1.953 25.699 12.215 7357.52 94.084 1.927 26.128 12.534 7466.59 107.324 1.901 26.572 12.872 7580.01 122.993 1.875 27.032 13.229 7697.96 141.991 1.849 27.509 13.607 7820.66 165.824 1.823 28.003 14.007 7948.34 197.318 1.797 28.516 14.432 8081.23 242.823 1.771 29.048 14.881 8219.59 280.940 1.758 29.309 15.106 8287.61 NODE 209.60 HGL - < 37 6. 540>;EGL= < 383.044>;FLOWLINE- < 374.170 ****************************************************************************** FLOW PROCESS FROM NODE 209.60 TO NODE 209.50 IS CODE = 5 UPSTREAM NODE 209.50 ELEVATION = 374.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 141.90 141. 0. 0. 0. ,90 .00 .00 .00= ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 374.50 374.17 0.00 0.00 0.00 0.00 DIAMETER (INCHES) 42.00 42.00 0.00 0.00 ==Q5 EQUALS BASIN INPUT- CRITICAL DEPTH(FT.) 3.36 3.36 0.00 0.00 VELOCITY (FT/SEC) 20.251 20.466 0.000 0.000 Page 6 9605P2.RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.03023 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03102 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03063 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.123 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.217)+( 0.000) = 0.217 NODE 209.50 : HGL = < 376.892>;EGL= < 383.260>;FLOWLINE- < 374.500> ****************************** ************************************************** FLOW PROCESS FROM NODE 209.50 TO NODE 209.10 IS CODE - 1 UPSTREAM NODE 209.10 ELEVATION- 378.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 141.90 CFS PIPE DIAMETER PIPE LENGTH - 90.36 FEET 42.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.10 CRITICAL DEPTH(FT) -3.36 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 3.04 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0. 000 3. 044 15. 969 1. 710 3. 006 16. 134 3. 652 2. 968 16. 308 5. 844 2. 930 16. 491 8. 308 2. 892 16. 684 11. 067 2. 854 16. 885 14. 152 2 816 17. 097 17 597 2 779 17 319 21 443 2 741 17 550 25 741 2 703 17 793 30 549 2 665 18 047 35 939 2 627 18 312 42 000 2 .589 18 .589 48 .843 2 .551 18 .879 56 .607 2 .514 19 .181 65 .473 2 .476 19 .498 75 .679 2 .438 19 .828 87 .548 2 .400 20 .173 90 .360 2 .392 20 .245 NODE 209.10 HGL - < 381. 544>;EGL= < SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNDS 7. 006 5177.89 7. 050 5202.37 7. 100 5229.54 7. 156 5259.45 7. 217 5292.14 7 284 5327.68 7 358 5366.15 7 439 5407.62 7 527 5452.20 7 622 5499.97 7 725 5551.05 7 .837 5605.57 7 .958 5663.64 8 .089 5725.42 8 .230 5791.05 8 .382 5860.70 8 .546 5934.54 8 .723 6012.78 8 .760 6029.06 ****************************************************************************** FLOW PROCESS FROM NODE 209.10 TO NODE 209.00 IS CODE - 5 UPSTREAM NODE 209.00 ELEVATION = 382.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 80.10 141.90 35.20 26.60 DIAMETER (INCHES) 36.00 42.00 24.00 24.00 ANGLE (DEGREES) 0.00 45.00 80.00 FLOWLINE ELEVATION 382.00 378.50 383.00 383.00 0.00===Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 7 CRITICAL DEPTH(FT.) 2.77 36 92 80 VELOCITY (FT/SEC) 18.908 15.974 11.351 8.934 0 9605P2.RES DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0.03582 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01815 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02699 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.108 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.781)+( 0.000) - 3.781 NODE 209.00 : HGL = < 383.735>;EGL= < 389.287>;FLOWLINE- < 382.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 208.80 209.00 TO NODE 208.80 IS CODE - 1 ELEVATION = 385.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 80.10 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 40.27 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 1.34 CRITICAL DEPTH(FT) -2.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) -2.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0 061 246 560 Oil 610 373 317 ,467 ,849 .499 .459 11.782 14.535 17.805 21.704 26.379 32.035 38.959 40.270 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS 2. 771 11. 739 4 . 912 2384. 76 2. 714 11. 906 4. 916 2386. 61 2. 657 12. 095 4. 930 2392. 13 2. 600 12. 304 4. 952 2401. 29 2. 543 12. 535 4. 984 2414. 16 2. 486 12. 788 5. 026 2430. 84 2. 429 13. 063 5. 080 2451. 47 2 371 13 361 5 145 2476 23 2 314 13 684 5 224 2505 35 2 257 14 034 5 318 2539 07 2 200 14 412 5 428 2577 71 2 143 14 821 5 556 2621 60 2 086 15 262 5 705 2671 14 2 .029 15 .739 5 .878 2726 .77 1 .972 16 .254 6 .077 2789 .01 1 .915 16 .813 6 .307 2858 .43 1 .858 17 .418 6 .571 2935 .71 1 .801 18 .074 6 .877 3021 .61 1 .744 18 .788 7 .228 3117 .01 1 .735 18 .903 7 .287 3132 .42 < 388.171>;EGL= < 390.312>;FLOWLINE- < 385.400> NODE 208.80 : HGL ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 208.80 ASSUMED UPSTREAM CONTROL HGL FLOWLINE ELEVATION = 385.40 388.17 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 0 Page 8 Street 'D' Hydraulics Station 56+88.84 Street 'D' Hydraulics 0 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * STREET D STA 56+88.84 LEFT * * 5688DL.RES * ************************************************************************** FILE NAME: 5688DL.DAT TIME/DATE OF STUDY: 14:51 04/30/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ ^ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 209.00- 2.24 DC 1181.44 1.81* 1257.85 } FRICTION 212.00- 2.24*DC 1181.44 2.24*Dc 1181.44 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 209.00 FLOWLINE ELEVATION = 382.50 PIPE FLOW = 45.80 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 384.500 FEET •NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2.00 FT.) IS LESS THAN CRITICAL DEPTH( 2.24 FT.) —=> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 209.00 : HGL = < 384.313>;EGL= < 386.553>;FLOWLINE- < 382.500> ****************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 212,00 IS CODE = 1 UPSTREAM NODE 212,00 ELEVATION = 382,90 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 45.80 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 7.08 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 1,21 CRITICAL DEPTH(FT) 2,24 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2,24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.239 9.876 3, 754 1181,44 0.051 2,197 10.017 3 , 756 1182,11 0.208 2.156 10.171 3 , 763 1184,10 0.476 2,115 10.339 3 . 776 1187,46 0.866 2.073 10.520 3 . 793 1192,21 1.389 2.032 10.715 3 . 816 1198,40 2.057 1.991 10.924 3 . 845 1206,08 2.887 1.949 11.149 3. 881 1215,33 3.900 1,908 11.390 3 . 924 1226.22 5,119 1,867 11.647 3 , 975 1238.83 6,574 1,825 11.923 4 , 034 1253 .27 7.080 1.813 12.007 4 . 053 1257,85 NODE 212,00 : HGL = < 385,139>;EGL= < 386,654>;FLOWLINE- < 382,900> 0 ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 212.00 FLOWLINE ELEVATION = 382.90 ASSUMED UPSTREAM CONTROL HGL = 385.14 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 0 0 0 0 0 ****************************************i,i,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH ^ * STREET D STA 56+88.84 RIGHT * * 5688DR.RES ^ **************«***********^^^^^ k************************»^^^jj^^^^^ ************* PILE NAME: 5688DR.DAT TIME/DATE OF STUDY: 14:52 04/30/2003 ****************************************i,^,^,^.^,i,i,^,^.^,^,^,^,^^^,^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 209.00- 2.00 DC 786.52 1.52* 866.18 } FRICTION 2.00*Dc 786,52 2.00*Dc 786.52 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM *****************************************i.**i,*^i,^^,.,^^,^^^^^^^^^^^^^^^^],^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 209.00 FLOWLINE ELEVATION = 382 50 PIPE FLOW = 34.50 CFS PIPE DIAMETER = 30,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 384,500 FEET NODE 209,00 : HGL = < 384.021>;EGL= < 385,912>;FLOWLINE- < 382,500> **************************************i,****i.***^*****^^^^^^^^^.,^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 209,00 TO NODE 215,00 IS CODE =. 1 UPSTREAM NODE 215,00 ELEVATION = 383,40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 34,50 CFS PIPE DIAMETER = 30,00 INCHES PIPE LENGTH = 43.07 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1,37 CRITICAL DEPTH(FT) = 2"oO" UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0,000 0 0 0 0 1 2 3 4 5 7 052 214 496 909 466 182 076 168 484 054 8,914 11,110 13,696 16.744 20.344 24.618 29.726 35.898 43.070 FLOW DEPTH (FT) 1. 1. 1. 1. 1. 1, 1. 1. 1. 1. 1, 1, 1, 1, 1 1 1 1 1 1 996 971 946 921 896 871 845 820 795 770 745 720 695 670 645 620 595 570 .545 .521 VELOCITY (FT/SEC) 8,209 8.309 8.414 8.523 8.637 8.755 8.878 9.007 9.141 9.280 9.425 9.576 9.734 9.898 10.069 10.248 10.434 10.628 10.830 11.031 SPECIFIC ENERGY(FT) 3.043 3. 3. 3. 3, 3, 3. 3. 3 , 3, 3. 3. 3, 3, 3 3 3 3 3 3 044 046 049 055 061 070 081 094 108 126 145 167 192 220 252 286 325 367 412 PRESSURE* MOMENTUM(POUNDS) 786.52 786.70 787.24 788.17 789.49 791.20 793.34 795.90 798.90 802.37 806.31 810.75 815.70 821.18 827.22 833.85 841.08 848.94 857.46 866.18 NODE 215.00 : HGL = < 385.396>;EGL= < 386.443>;FLOWLINE= < 383.400> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 215.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 383.40 385.40 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Basin 1 Station 60+94.20 Street 'D' Hydraulics 0 6068.RES 0 "'"************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) ^8^5' R'T'"'°°' Engineering S^fSaJe' (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 "cmZi;i"cZ:'Z"r'" °^ ™- * 60+68 RT STR 'D' * * 6068.RES * ***************************************************,^^^^,^,^^^^^^^^^^^^^^^* FILE NAME: 6068,DAT TIME/DATE OF STUDY: 14:49 12/10/2003 — *************************************************,,,^,^,^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used ) UPSTREAM RUN nnWMcjTPFBM DTTXT NODE MODEL PRESSURE PRESSURE+ DOWNSTREAM RUN „K.J.^, „o™1S KOS, O.^'S-;^, MOHIS?- „3, } FRICTION • ^-26* 863,56 216,00- 1 «S*nr- ni CLA 711,54 l,85*Dc 711.54 ^MAXIMUM^NUMBER OF^ENERGY BALANCES USED IN'EACH"pR0Fli!E"=~"2i DOWKSTRE™ PIPE FLOW cZZl Zl ................................ "J^'''' " •PMWUNE ELEVATION - 351 90 SS»T"«E.^'C^STS„,L = 'iiiiirzi' *N0TE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1 60 FT ) IS LESS THAN CRITICAL DEPTH( 1 85 FT ) " ^^n^^^^^ ASSUMED AS DOWNSTREAM* CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 213.00 : HGL = < 353 .160>;EGL- < 35r204>• FLOWLINErris^goor nP.t?TPFIlM Mnnc Ol <r r^r. iJ.D.UU ±i CUUL - 1 ^ 354.00^ (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD)• ~ P^PILESGTH- 4.'i?FFL P^PE DIAMETER = 24.00 INCHES 43.91^FEET MANNING'S N - 0.01300 N0R^LJEPTH(FT)^-J^~^^ 'I'.'BI'" UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) ~= iTss"™"""""™"'""""""'"""" ^GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+' Page 1 0 6068.RES L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUND 0. 000 1 850 9 621 3 288 711 .54 0. 054 1 820 9 726 3 290 711 .88 0 218 1 790 9 842 3 295 712 .89 0 496 1 760 9 968 3 304 714 .57 0 892 1 731 10 105 3 317 716 .92 1 415 1 701 10 253 3 334 719 .94 2 076 1 671 10 411 3 355 723 .66 2 888 1 641 10 581 3 381 728 .09 3 867 1 611 10 7 62 3 411 733 .26 5 034 1 582 10 955 3 446 739 .19 6 413 1 552 11 160 3 487 745 .92 8 033 1 522 11 379 3 534 753 .47 9 934 1 492 11 611 3 587 761 .90 12 161 1 463 11 858 3 647 771 .25 14 774 1 433 12 120 3 715 781 .56 17 851 1 403 12 399 3 792 792 .90 21 495 1 373 12 695 3 877 805 .33 25 844 1 343 13 009 3 973 818 .91 31 097 1 314 13 343 4 080 833 .73 37 541 1 284 13 699 4 200 849 .86 43 .910 1 260 13 996 4 304 863 .56 216.00 HGL - < 355 850>;EGL- < 357.288>;FLOWLINE- < 354. 000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 216.00 FLOWLINE ELEVATION - 354.00 ASSUMED UPSTREAM CONTROL HGL - 355.85 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 6078.RES 0 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 60+78 LT STR 'D' * * 6078,RES * ************************************************************************** FILE NAME: 6078.DAT TIME/DATE OF STUDY: 14:50 12/10/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 213.00- 1.20* 54.42 0.27 21.50 } FRICTION 217,00- 0.65* 18.56 0.46 Dc 14.93 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 213.00 FLOWLINE ELEVATION - 352.40 PIPE FLOW - 1.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 353.600 FEET NODE 213.00 : HGL - < 353.600>;EGL= < 353.615>;FLOWLINE- < 352.400> ****************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 217.00 IS CODE = 1 UPSTREAM NODE 217.00 ELEVATION = 352.90 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH - 4.75 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.21 CRITICAL DEPTH(FT) - 0.46 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 • GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.200 0.989 1.215 54.42 0.275 1.170 1.014 1.186 51.72 0.549 1.141 1.040 1.158 49.10 Page 1 NODE 6078.RES n 822 1.111 1-068 1-129 46.55 l!094 1-082 1-099 1-100 44.08 1365 1-052 1-133 1-072 41.70 1.635 1.022 1-169 1-044 39.39 1 904 0.993 1.208 1-015 37.17 \lA 0.963 1.251 0.987 35.04 2^36 0.933 1-297 0.960 33.00 269 0.904 1.348 0-932 31-05 p 959 0.874 1.403 0.905 29.19 3-216 0.845 1.463 0878 27,43 3,470 0,815 1-529 0,851 25,77 3 719 0,785 1.601 0.825 24.21 3 964 0.756 1.681 0.800 22.75 4*202 0.726 1.769 0.775 21.40 4*433 0.696 1-867 0.751 20.16 4*655 0.667 1.976 0.727 19,03 0.653 2.029 0.717 18.56 217r00'rHGL~='<"353.553>;EGL- < 353. 617>;FLOWLINE- < 352.900> ************************************************* ***************************** UPSTREAM PIPE FLOW CONTROL DATA NODE NUMBER = 217 00 FLOWLINE ELEVATION - 352.90 A^S^ESUPSTREAM CONSROL HGL - 353.36 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • P • Page 2 Basin 2 Station 63+95.19 Street 'D' Hydraulics # 6393.RES *********************** **********************************^,^,^,^,^,^,^,^^.l,.^^.l^.^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 63+96 STR D * * 6393.RES * ***************************************************.^^.^^^^^^^^^^^^^^^^^^^^^ FILE NAME: 6393.DAT TIME/DATE OF STUDY: 13:15 12/10/2003 *************************************************************^,^,^,.l,^,.^^,^,^^^^^^^^^.l^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 218.00- 2.15 Dc 1011.81 1.52* 1181 33 } FRICTION 221.00- 2.15*Dc 1011.81 2.15*Dc 1011.81 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************j^.^j^^^^^^^^^^^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 218.00 FLOWLINE ELEVATION - 333.20 PIPE FLOW - 41.20 CFS PIPE DIAMETER - 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 335.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2.00 FT.) IS LESS THAN CRITICAL DEPTH( 2.15 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 218.00 : HGL - < 334.720>;EGL- < 337.421>;FLOWLINE- < 333.200> *********************************************************j,jj..^.^.^j^^^j^^^j^^^j^^^^^^^ FLOW PROCESS FROM NODE 218.00 TO NODE 221.00 IS CODE = 1 UPSTREAM NODE 221.00 ELEVATION = 334.05 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 41.20 CFS PIPE PIPE LENGTH = 5.15 FEET DIAMETER = 30.00 INCHES MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 0.85 CRITICAL DEPTH(FT) = 2.15 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.15 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ Page 1 0 6393.RES (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0. 000 2. 154 9. 157 3.457 1011. 81 0. 021 2. 102 9. 350 3.460 1012. 73 0. 088 2. 050 9. 563 3.470 1015. 53 0. 204 1. 997 9. 796 3.488 1020 30 0 375 1 945 10. 052 3.515 1027 14 0 609 1 893 10 330 3.551 1036 18 0 913 1 840 10 633 3,597 1047 57 1 298 1 788 10 963 3,656 1061 48 1 776 1 736 11 323 3,728 1078 12 2 363 1 684 11 714 3.816 1097 71 3 .077 1 631 12 141 3.921 1120 .52 3 .940 1 .579 12 .606 4.048 1146 .84 4 .984 1 .527 13 .115 4.199 1177 .04 5 .150 1 .520 13 .186 4.221 1181 .33 NODE 221.00 : HGL - < 336.204>;EGL= < 337.507>;FLOWLINE= < 334.050> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 221.00 FLOWLINE ELEVATION - 334.05 ASSUMED UPSTREAM CONTROL HGL - 336.20 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • 0 Page 2 4 i 6384.RES ********************************************************************^.i^^^j^^j^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 6384.RES * * 63+84 RT STR 'D' * ************************************************************************** FILE NAME: 6384.DAT TIME/DATE OF STUDY: 14:05 12/10/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 218.00- 1.95 538.01 1.31* 582.18 } FRICTION 224.00- 1.73*Dc 524.92 1.73*Dc 524.92 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 218.00 FLOWLINE ELEVATION - 332.08 PIPE FLOW = 23.80 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 334.030 FEET NODE 218.00 : HGL = < 333.387>;EGL- < 335.246>;FLOWLINE- < 332.080> ****************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 224.00 IS CODE = 1 UPSTREAM NODE 224.00 ELEVATION - 333.16 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 23.80 CFS PIPE PIPE LENGTH = 44.03 FEET DIAMETER - 24.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.20 CRITICAL DEPTH(FT) -1.73 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.73 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.729 8.241 2.785 524.92 0.048 1.708 8.326 2.785 525.04 0.194 1.687 8.415 2.787 525.41 Page 1 6384.RES 0.447 0.815 1.307 1.936 2.716 3.663 4.799 6.146 7.736 9.603 11.794 14.366 17.394 20.974 25.240 30.379 36.665 44.030 1.666 8. 509 2. 791 526.02 1.645 8. 607 2. 796 526.89 1. 623 8. 711 2. 802 528.02 1.602 8. 819 2. 811 529.42 1.581 8. 932 2. 821 531.09 1.560 9. 050 2. 832 533.05 1.539 9 173 2 846 535.29 1.518 9 302 2 862 537.84 1.496 9 437 2 880 540.70 1.475 9 578 2 901 543.88 1.454 9 725 2 923 547.40 1.433 9 878 2 949 551.26 1.412 10 .038 2 .977 555.49 1.391 10 .205 3 .009 560.09 1.369 10 .379 3 .043 565.08 1.348 10 .562 3 .081 570.48 1.327 10 .752 3 .123 576.31 1.307 10 .938 3 .166 582.18 NODE 224.00 : HGL - < 334.889>;EGL- < 335.945>;FLOWLINE- < 333.160> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 224.00 FLOWLINE ELEVATION = 333.16 ASSUMED UPSTREAM CONTROL HGL = 334.89 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Basin 2A Hydrology 965P2A.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 12/11/03 CARLSBAD OAKS NORTH PROPOSED - BASIN 2A G:\ACCTS\961005\965P2A.OUT INCLUDE LOW FLOW FROM BASIN 2 ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) - 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 230.000 to Point/Station **** INITIAL AREA EVALUATION **** 231.000 Decimal fraction soil group A-0 0 1 000 000 000 0.000 Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D [INDUSTRIAL area type ] Initial subarea flow distance = 50.00(Ft.) Highest elevation = 341.00(Ft.) Lowest elevation = 340.00(Ft.) Elevation difference - 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 2.02 min. TC = [1.8*(l.l-C)*distance'^.5)/(% slope-^ (1/3) ] TC - [1.8*(1.1-0.9000)*( 50.00-^.5)/( 2.00-^(1/3)]= 2.02 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.900 Subarea runoff = 0.066(CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 231.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 340.000(Ft.) End of street segment elevation = 323.000(Ft.) Length of street segment = 540.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break - 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 1 232.000 965P2A.OUT Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 0.121(CFS) Depth of flow - 0.096(Ft.), Average velocity - 2.192(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.19(Ft/s) Travel time - 4.11 min. TC - 9.11 min. Adding area flow to street User specified 'C value of 0.630 given for subarea Rainfall intensity - 5.Oil(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.630 Subarea runoff - 5.14 6(CFS) for 1.630(Ac.) Total runoff - 5.213 (CFS) Total area = 1.64 (Ac) Street flow at end of street = 5.213(CFS) Half street flow at end of street - 5.213(CFS) Depth of flow = 0.314(Ft.), Average velocity - 4.102(Ft/s) Flow width (from curb towards crown)- 10.953(Ft.) +++++++++H Process from Point/Station 232.000 to Point/Station 232.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.610 given for subarea Time of concentration - 9.11 min. Rainfall intensity = 5.011(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.610 Subarea runoff = 2.446(CFS) for 0.800(Ac.) Total runoff = 7.658(CFS) Total area = 2.44(Ac.) Process from Point/Station 232.000 to Point/Station 236.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 316.90(Ft.) Downstream point/station elevation - 315.80(Ft.) Pipe length - 10.22(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 7.658(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 7.658(CFS) Normal flow depth in pipe = 5.77(In.) Flow top width inside pipe = 16.80(In.) Critical Depth = 12.87(In.) Pipe flow velocity = 15.68(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.12 min. Process from Point/Station 232.000 to Point/Station 236.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area - 2.440(Ac.) Runoff from this stream = 7.658(CFS) Time of concentration = 9.12 min. Page 2 Rainfall intensity = 965P2A.OUT 5.008(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 237.000 to Point/Station 238.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC - [11.9*length(Mi)-^3)/(elevation change)]".385 *60(min/hr) + 10 rain. Initial subarea flow distance - 320,00(Ft.) Highest elevation - 500.00(Ft.) Lowest elevation - 480.00(Ft.) Elevation difference = 20.00(Ft.) TC-[(11.9*0.0606'^3)/( 20.00) ] ". 385- 1.93 + 10 min. - 11.93 min. Rainfall intensity (I) = 4.211 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff - 0.781(CFS) Total initial stream area - 0.530 (Ac) Process from Point/Station 238.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 239,000 2,000(Ft,) .009(CFS) Upstream point elevation - 480,00(Ft.) Downstream point elevation = 435.00(Ft.) Channel length thru subarea - 290.00(Ft.) Channel base width - 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank - 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' - 0.015 Maximum depth of channel Flow(q) thru subarea - 1. Depth of flow = 0.107(Ft.), Average velocity = Channel flow top width - 1.430(Ft.) Flow Velocity - 7,73(Ft/s) Travel time = 0.63 min. Time of concentration - 12.55 min. Critical depth - 0.264(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [RURAL (greater than 1/2 acre) 1.009(CFS) 7.731(Ft/s) 0.000 1.000 0.000 0.000 area type ] Rainfall intensity = 4.074(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.350 Subarea runoff - 0.442(CFS) for 0.310(Ac.) Total runoff - 1.223(CFS) Total area = 0.84(Ac.) Process from Point/Station 239.000 to Point/Station 240.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation = Channel length thru subarea 435.00(Ft.) 398.00(Ft.) 310.00(Ft.) Page 3 2.000(Ft.) .485(CFS) Average velocity = .577(Ft.) 1.485(CFS) 7.996(Ft/s) 965P2A.OUT Channel base width = 1.000(Ft,) Slope or 'Z' of left channel bank - 2,000 Slope or 'Z' of right channel bank - 2,000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0,015 Maximum depth of channel = Flow(q) thru subarea = 1 Depth of flow - 0.144(Ft.), Channel flow top width = 1 Flow Velocity - 8.00(Ft/s) Travel time - 0.65 min. Time of concentration - 13.20 min. Critical depth - 0.328(Ft.) Adding area flow to channel Decimal fraction soil group A - Decimal fraction soil group B - Decimal fraction soil group C = Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity - 3.944(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0 350 Subarea runoff - 0.497(CFS) for 0.360(Ac.) Total runoff = 1.720(CFS) Total area - 1.20(Ac.) 000 000 000 Process from Point/Station 240.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 241.000 Upstream point elevation - 398.00(Ft,) ~ Downstream point elevation - 358,00(Ft,) Channel length thru subarea - 360,00(Ft,) Channel base width - 1,000(Ft,) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel - 2 150(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea - 2.150(CFS) Depth of flow - 0.181(Ft.), Average velocity - 8.737(Ft/s) Channel flow top width = 1.723(Ft.) Flow Velocity = 8.74(Ft/s) Travel time - 0.69 min. Time of concentration - 13,89 min. Critical depth - 0.398(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.817(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.350 Subarea runoff = 0.802(CFS) for 0.600(Ac.) Total runoff = 2.522(CFS) Total area = 1.80(Ac ) Process from Point/Station 241.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 242.000 Upstream point elevation = 358.00(Ft.) Downstream point elevation - 328.00(Ft.) Channel length thru subarea = 330.00(Ft.) Channel base width = 1.000(Ft.) Page 4 2.000(Ft.) .788(CFS) Average velocity - .880(Ft,) 2.788(CFS) 8.794(Ft/s) 965P2A.OUT Slope or 'Z' of left channel bank - 2,000 Slope or 'Z' of right channel bank - 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea - 2. Depth of flow - 0.220(Ft.), Channel flow top width - 1. Flow Velocity - 8.79(Ft/s) Travel time - 0.63 min. Time of concentration - 14.51 min. Critical depth - 0,461(Ft,) Adding area flow to channel User specified 'C value of 0,370 given for subarea Rainfall intensity = 3.710(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.370 Subarea runoff - 0.522(CFS) for 0.380(Ac.) Total runoff - 3.043(CFS) Total area - 2.18(Ac.) Process from Point/Station 242.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 236.000 Upstream point/station elevation = 322.50(Ft.) Downstream point/station elevation = 316.10(Ft.) Pipe length - 329.07(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 3.043(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 3.043(CFS) Normal flow depth in pipe = 5.03(In.) Flow top width inside pipe = 19.54(In.) Critical Depth - 7.29(In.) Pipe flow velocity = 6.35(Ft/s) Travel time through pipe - 0.86 min. Time of concentration (TC) - 15.37 min. Process from Point/Station 242.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 236.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area - 2.180(Ac.) Runoff from this stream = 3.043(CFS) Time of concentration = 15.37 min. Rainfall intensity = 3.575(In/Hr) Process from Point/Station 218.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 226.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type Rainfall intensity (I) = 4.655 for User specified values are as follows: TC - 10.21 min. Rain intensity = ] a 100.0 year storm 4. 65(In/Hr) Total area 63.7 6(Ac.) Total runoff 14.00(CFS) Page 5 0 965P2A.OUT Process from Point/Station 226.000 to Point/Station 245.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 328.00(Ft.) Downstream point/station elevation - 324.88(Ft.) Pipe length - 201.63(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 14.000(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 14.000(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe - 0.00(In.) Critical Depth - 16.58(In.) Pipe flow velocity - 7.39(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) - 10.66 min. Process from Point/Station 245.000 to Point/Station 246.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 324.55(Ft.) Downstream point/station elevation = 320.05(Ft.) Pipe length = 291.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.000(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 14.000(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe - 0.00(In.) Critical Depth - 16.58(In.) Pipe flow velocity = 7.38(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 11.32 min. Process from Point/Station 246.000 to Point/Station 236.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 319.72(Ft.) Downstream point/station elevation = 315.80(Ft.) Pipe length = 237.80(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 14.000(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 14.000(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe - O.OOdn.) Critical Depth = 16.58(In.) Pipe flow velocity = 7.63(Ft/s) Travel time through pipe - 0.52 min. Time of concentration (TC) - 11.84 min. I-+++++++++H Process from Point/Station 246.000 to Point/Station 236.000 * ** * CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 3 Stream flow area - 63.7 60(Ac.) Runoff from this stream = 14.000(CFS) Time of concentration = 11.84 min. Rainfall intensity - 4.230(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Page 6 0 965P2A.OUT No. (CFS) (min) (In/Hr) 1 7.658 9.12 5.008 2 3.043 15.37 3.575 3 14.000 11.84 4.230 1 000 * 1 000 * 7 658) + 1 000 * 0 593 * 3 043) + 1 000 * 0 770 * 14 000) + -20 241 0 714 * 1 000 * 7 658) + 1 000 * 1 000 * 3 043) + 0 845 * 1 000 * 14 000) + = 20 341 0 845 * 1 000 * 7 658) + 1 000 * 0 770 * 3 043) + 1 000 * 1 000 * 14 000) + = 22 814 Qmax (1) Qmax(2) = Qmax (3) = Total of 3 streams to confluence: Flow rates before confluence point: 7.658 3.043 14.000 Maximum flow rates at confluence using above data: 20.241 20.341 22.814 Area of streams before confluence: 2.440 2.180 63.760 Results of confluence: Total flow rate - 22.814(CFS) Time of concentration - 11.842 min. Effective stream area after confluence = 68.380(Ac.) Process from Point/Station 236.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 314.00(Ft.) Downstream point/station elevation = 313.59(Ft.) Pipe length = 57,22(Ft,) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 22.814(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 22.814(CFS) Normal flow depth in pipe - 15.93(In.) Flow top width inside pipe = 35.76(In.) Critical Depth - 18.45(In.) Pipe flow velocity - 7.56(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) - 11.97 min. I-++-I Process from Point/Station 236.000 to Point/Station 235.000 * * * * CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Streara flow area - 68.380(Ac.) Runoff from this stream = 22.814(CFS) Time of concentration = 11.97 min. Rainfall intensity = 4.201 (In/Hr) Process from Point/Station 230.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Page 7 0 0 965P2A.OUT Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance - 30.00(Ft.) Highest elevation = 341.00(Ft.) Lowest elevation = 340.60(Ft.) Elevation difference = 0.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.79 min. TC = [1.8* (1,1-C) *distance-'.5) / (% slope^(l/3)] TC - [1.8*(l.l-0.9000)*( 30.00-^.5)/( 1. 33'> (1/3) ] = 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.900 Subarea runoff - 0.066(CFS) Total initial stream area - 0.010(Ac.) Process from Point/Station 233.000 to Point/Station 248.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 340.600(Ft.) End of street segment elevation = 323.000(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street - 0.093(CFS) Depth of flow = 0.093(Ft.), Average velocity = 1.794(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 1.79(Ft/s) Travel tirae = 7.43 min. TC - 12.43 min. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 [INDUSTRIAL area type ] Rainfall intensity - 4.100(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.900 Subarea runoff - 2.915(CFS) for 0.790(Ac.) Total runoff = 2.981(CFS) Total area - 0.80(Ac.) Street flow at end of street = 2.981(CFS) Half street flow at end of street = 2.981(CFS) Depth of flow - 0.283(Ft.), Average velocity - 3.132(Ft/s) Flow width (from curb towards crown)- 9.385(Ft.) h++++H Process from Point/Station 248.000 to Point/Station 248.000 **** SUBAREA FLOW ADDITION **** Page 8 0 965P2A.OUT Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type Time of concentration - 12.43 min. Rainfall intensity = 4.100(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.900 Subarea runoff - 1.070(CFS) for 0.290(Ac.) Total runoff - 4.052(CFS) Total area = 1.09(Ac.) ] Process from Point/Station 248.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 235.000 Upstream point/station elevation - 314.84(Ft.) Downstream point/station elevation - 314.34(Ft.) Pipe length - 4.84(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.052(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 4.052(CFS) Normal flow depth in pipe - 4.21(In.) Flow top width inside pipe - 15.24(In.) Critical Depth - 9.24(In.) Pipe flow velocity - 12.88(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.44 min. Process from Point/Station 248.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 235.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area - 1.090(Ac.) Runoff from this stream - 4.052(CFS) Time of concentration = 12.44 min. Rainfall intensity = 4.099(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 22.814 4.052 Qmax(2) = 11.97 12.44 000 000 0.976 1.000 1.000 0.962 .000 .000 4.201 4.099 22.814) + 4.052) + 22.814) + 4.052) + 26.712 26.307 Total of 2 streams to confluence: Flow rates before confluence point: 22.814 4.052 Maximum flow rates at confluence using above data: 26.712 26.307 Area of streams before confluence: 68.380 1.090 Results of confluence: Total flow rate - 26.712(CFS) Time of concentration - 11.968 min. Page 9 965P2A.OUT Effective stream area after confluence - 69.470(Ac.) Process from Point/Station 235.000 to Point/Station 244.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.59(Ft.) Downstream point/station elevation = 313.30(Ft.) Pipe length - 32.78(Ft.) Manning's N - 0.013 No. of pipes = 1 Recjuired pipe flow - 26.712 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 26.712(CFS) Normal flow depth in pipe - 16.41(In.) Flow top width inside pipe - 35.86(In.) Critical Depth - 20.05(In.) Pipe flow velocity - 8.52(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.03 min. End of computations, total study area = 69.47 (Ac.) Page 10 Basin 2A Hydraulics 0 0 L0WP2.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * BASIN 2 LOW FLOW + 2A ^ * IaOWP2 R!ES ************************************************************************** FILE NAME: L0WP2.DAT TIME/DATE OF STUDY: 11:41 12/11/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 244.00- MODEL PROCESS PRESSURE HEAD(FT) 3.70* PRESSURE+ MOMENTUM(POUNDS) 1165.82 FLOW DEPTH(FT) 1.44 PRESSURE+ MOMENTUM(POUNDS) 539.42 } 235.10- FRICTION 3. 46* 1061.08 1. 67 Dc 522.28 } 235.00- JUNCTION 3. 58* 1061.99 1. 35 436.55 ) 236.10- FRICTION 3. 24* 910.64 1. 48 425.98 } 236.00- JUNCTION 1 88* 340.06 1. 28 295.68 } 246.10- FRICTION 2 19* 373.58 1. 13 311.53 ) 246.00- JUNCTION 1 93* 345.03 1 38 Dc 292.98 } 245.10- FRICTION 2 .61* 420.10 1 13 311.53 } 245.00- JUNCTION 2 .35* 391.55 1 37 Dc 293.01 } 226.10- FRICTION 2 .81* 442.44 1 .38 Dc 292.98 } 226.00- JUNCTION 3 .43* 1173.59 1 .09 Dc 214.51 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ******************************************************^********************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 244.00 FLOWLINE ELEVATION = 313.30 PIPE FLOW = 26.70 CFS PIPE DIAMETER - 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 317.000 FEET "NODE'"244y00'rHGL = < 317 , 000>;EGL= < 317 . 222>; FLOWLINE- < 313.300> ********************* ********************************************************* Page 1 FLOW PROCESS FROM NODE UPSTREAM NODE 235.10 244.00 TO NODE ELEVATION = L0WP2.RES 235.10 IS CODE = 1 313.59 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 26.70 CFS PIPE DIAMETER - 36.00 INCHES PIPE LENGTH = 32.78 FEET MANNING'S N = 0.01300 SF-(Q/K)**2 - (( 26.70)/( 667.038))**2 = 0.00160 HF-L*SF - ( 32.78)*(0.00160) = 0.053 NODE 235.10 : HGL = < 317.053>;EGL= < 317.274>;FL0WLINE= < 313.590> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 235.00 235.10 TO NODE ELEVATION = 235.00 IS CODE = 5 313.59 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 22.80 26.70 3.90 0.00 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 36.00 36.00 18.00 0.00 0.00 90.00 0.00 313.59 313.59 314.34 0.00 0.00—Q5 EQUALS BASIN INPUT— 1.54 1. 67 0.76 0.00 3.226 3.777 2.207 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00139 JUNCTION LENGTH - 1.50 FEET FRICTION LOSSES - 0.002 FEET ENTRANCE LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.062)+( 0.000) = 0.062 JUNCTION LOSSES = JUNCTION LOSSES - 00117 00160 0.000 FEET NODE 235.00 : HGL = < 317.175>;EGL= < 317.336>;FLOWLINE= < 313.590> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 236.10 235.00 TO NODE ELEVATION = 236.10 IS CODE = 1 314.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH - 57.22 FEET MANNING'S N = 0.01300 SF-(Q/K)**2 - (( 22.80)/( 666.980))**2 - 0.00117 HF-L*SF - ( 57.22)*(0.00117) - 0.067 NODE 236.10 HGL < 317.241>;EGL= < 317.403>;FLOWLINE= < 314.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 236.00 236.10 TO NODE ELEVATION = 236.00 IS CODE - 5 315.80 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.00 22.80 2.50 6.30 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 18.00 36.00 24.00 18.00 90.00 90.00 45.00 315.80 314.00 316.10 315.60 0.00===Q5 EQUALS BASIN INPUT=== 1.38 1.54 0.55 0.97 7.922 3.226 1.096 3.565 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES Page 2 L0WP2.RES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01776 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.00117 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00947 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.038 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.256)+( 0.000) = 1.256 NODE 236,00 : HGL = < 317,685>;EGL= < 318,659>;FLOWLINE= < 315.800> ****************************************************************************** FLOW PROCESS FROM NODE 236.00 TO NODE 24 6.10 IS CODE = 1 UPSTREAM NODE 246.10 ELEVATION - 319.72 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 14,00 CFS PIPE DIAMETER - 18,00 INCHES PIPE LENGTH - 237.80 FEET MANNING'S N - 0.01300 SF-(Q/K)**2 - (( 14.00)/( 105.043))**2 - 0.01776 HF-L*SF = ( 237.80)*(0.01776) - 4.224 NODE 246.10 : HGL = < 321.909>;EGL= < 322.883>;FLOWLINE- < 319.720> ****************************************************************************** FLOW PROCESS FROM NODE 246.10 TO NODE 246.00 IS CODE = 5 UPSTREAM NODE 246.00 ELEVATION = 320.05 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 14.00 18.00 0.00 320.05 1.38 7.922 DOWNSTREAM 14.00 18.00 - 319.72 1.38 7.922 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00==-Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3 *V3 * COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.0177 6 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01776 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01776 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.071 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.071)+( 0.000) - 0.071 NODE 246.00 : HGL = < 321.980>;EGL- < 322.954>;FLOWLINE- < 320.050> ****************************************************************************** FLOW PROCESS FROM NODE 246.00 TO NODE 245.10 IS CODE - 1 UPSTREAM NODE 245.10 ELEVATION = 324.55 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 14.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 291.66 FEET MANNING'S N - 0.01300 SF-(Q/K)**2 = (( 14.00)/( 105.043))**2 = 0.01776 HF-L*SF = ( 291.66)*(0.01776) = 5.181 NODE 245.10 : HGL = < 327.161>;EGL= < 328.135>;FLOWLINE- < 324.550> ****************************************************************************** FLOW PROCESS FROM NODE 245.10 TO NODE 245.00 IS CODE = 5 UPSTREAM NODE 245.00 ELEVATION = 324.88 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: Page 3 (1 PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.00 14.00 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 L0WP2.RES ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 0.00 0.00 324.88 324.55 0.00 0.00 CRITICAL DEPTH(FT.) 1.38 1.38 0.00 0.00 VELOCITY (FT/SEC) 7.922 7.922 0.000 0.000 0.00—Q5 EQUALS BASIN INPUT==- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0.0177 6 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.01776 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01776 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0,071 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.071)+( 0.000) = 0.071 NODE 245.00 : HGL - < 327.232>;EGL- < 328.206>;FLOWLINE- < 324.880> 0 ****************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 226.10 IS CODE = 1 UPSTREAM NODE 226.10 ELEVATION = 328.00 (™_IS_UNDER_PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : x^r-uTTQ PIPE FLOW = 14.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 201.63 FEET MANNING'S N = 0.01300 SF-(Q/K)**2 = (( 14.00)/( 105.043))**2 - 0.01776 HF-L*SF - ( 201.63)*(0.01776) = 3.582 "NODE 226TlO~rHGL'=~< 330.813>;EGL= < 331.788>; FLOWLINE- < 328.000> ****************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.00 IS CODE - 5 UPSTREAM NODE 226.00 ELEVATION = CALCULATE JUNCTION LOSSES 328.33 (FLOW SEALS IN REACH) PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 14 00 48.00 70.00 328.33 1.09 1.219 14!00 18.00 - 328.00 1.38 7.922 0 00 0.00 0.00 0.00 0.00 0.000 o!oO 0.00 0.00 0.00 0.00 0.000 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00893 JUNCTION LENGTH = 4.00 FEET FDTrTTnN TOqsFS = 0 036 FEET ENTRANCE LOSSES - ** CIOT?0N ?OTAL ENERGY LOSS COMPUTED USING (PRESSURE+MOMENTUM) IS NEGATIVE. ** * COMPUTER CHOOSES ZERO ENERGY LOSS FOR TOTAL JUNCTION LOSS. .00009 .01776 0.000 FEET NODE 226.00 HGL - < 331.765>;EGL= < 331.788>;FLOWLINE- < 328.330> *************************************** UPSTREAM PIPE FLOW CONTROL DATA NODE NUMBER - 226.00 ASSUMED UPSTREAM CONTROL HGL = ********************** ***************** FLOWLINE ELEVATION - 328.33 329.42 FOR DOWNSTREAM RUN ANALYSIS Page 4 0 L0WP2.RES END OF GRADUALLY VARIED FLOW ANALYSIS • Page 5 0 0 0 0 L0WP2C.RES ******************************************************,,,,,,,,,^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 **;;;;;;;r;;;r;;;;r***** STUDY ************************** * INLET e 77+68 LT FARADAY * * L0WP2C.RES * **************************************************,^,^,,,,,^^^^^^^^^^^^^^^* FILE NAME: L0WP2C.DAT TIME/DATE OF STUDY: 10:35 11/21/2003 ««****************************,,,,,,,,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used ) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOr SSESSURF* NUMBER PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH(ET) MOMISS^O^DS) } FRICTION °-^'* l''l-90 ^^^-^ I.07*DC 125.11 ^^MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH'PROFILE~="25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS C0MPUTATI0NrBASED~ON~THrMnqT DOWNSTREAM PIPE FLOW CONTROL DATA- *********** P??E FLof- ^ "5'7n PF. ELEVATION - 315.80 fXPE FLOW - 7.70 CFS PIPE DIAMETER - 18 00 INCHFq ASSUMED DOWNSTREAM CONTROL HGL - 317.080 FEET NODE 236,00 : HGL = < 316,440>;EGLrr"318r222>;;LOm^ **™T********************************************************************* FLOW PROCESS FROM NODE 236,00 TO NODE 232 00 IS CODE - 1 SI-OS'L'SUPERCRITICAD CALCULATE FRICTION LOSSES(LACFCD): pJpE LESCTH - .I'lo ^IL ^^^^ DIAMETER - 18,00 INCHES ^^'^^ l°-22 FEET MANNING'S N = 0,01300 ™™Lff!=™LL__J:l! CRITICAL DEPTH ( FT) - UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = ~l7o7 ===== 1.07 0 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PREisURFl CONTROL,FT) (FT) (FT/SEC) ENERGY (FT') MOME™ ( PSJNDS ) i!S5i 1:111 1.027 5.967 I.IH HH', Page 1 L0WP2C.RES 0. 105 1. 004 6. 125 1. 587 125. 94 0. 194 0. 980 6. 293 1. 595 126. 63 0. 317 0. 956 6. 473 1. 607 127 . 53 0. 477 0. 933 6. 666 1. 623 128. 67 0. 681 0. 909 6. 872 1. 643 130. 06 0. 934 0. 885 7 093 1 667 131 73 1 245 0 861 7 330 1 696 133 69 1 623 0 838 7 585 1 732 135 96 2 081 0 814 7 859 1 774 138 58 2 631 0 790 8 155 1 823 141 57 3 294 0 767 8 474 1 882 144 96 4 093 0 743 8 819 1 951 148 80 5 .057 0 719 9 .194 2 .032 153 .12 6 .229 0 . 695 9 .601 2 .128 157 .99 7 . 665 0 .672 10 .045 2 .240 163 .46 9 .443 0 . 648 10 .531 2 .371 169 .60 10 .220 0 . 640 10 .710 2 .422 171 .90 NODE 232.00 : HGL - < 317.975>;EGL= < 318.476>;FLOWLINE- < 316.900> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 232.00 FLOWLINE ELEVATION = 316.90 ASSUMED UPSTREAM CONTROL HGL - 317.97 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Station 77+68.79 Faraday Hydraulics L0WP2A.RES *************************** *********************************^,^,^,^,^,^,.i,^,.i^^^.i,.i^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PIPE FROM BASIN 2A * * L0WP2A.RES * ***************************************************************^^^,^,^^.^^^.^.,^^^.^.l^ FILE NAME: L0WP2A,DAT TIME/DATE OF STUDY: 12:36 12/11/2003 ******************************************************************^,^,^,.^^,.^^,.l,.,^.^.l^.l, GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used,) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 236,00- 1.60* 128.65 0.42 41.45 ) FRICTION ) HYDRAULIC JUMP 242.00- 0.60*Dc 34.24 0,60*Dc 34.24 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ************************************************************j^.,^^^.j.^^^^^^^^^^^j^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 236.00 FLOWLINE ELEVATION - 316.10 PIPE FLOW - 3.00 CFS PIPE DIAMETER - 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 317,700 FEET NODE 236.00 : HGL = < 317.700>;EGL= < 317.719>;FLOWLINE= < 316.100> **************************************************************^,^,^,^,^,.^^,^,^,^,^,^^.l^.l,.l,.l, FLOW PROCESS FROM NODE 236.00 TO NODE 242.00 IS CODE = 1 UPSTREAM NODE 242.00 ELEVATION = 322.50 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH - 329.07 FEET MANNING'S N - 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) - 0.42 CRITICAL DEPTH(FT) = 0.60 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.604 3.745 0.822 34.24 Page 1 0. 0. 1, 1, 1. 2. 2. 0.012 0.051 0.119 0.219 0.355 .530 .749 .018 .342 .731 .192 .738 3.382 4.143 5.043 6.112 7.392 8. 940 10.841 13.224 16.309 20.507 26.739 37.965 329.070 0.597 0.589 0.582 0.574 0.567 0.559 0.552 0.544 0.537 0,529 0.522 0.514 0.507 0.499 0.492 0.484 0.477 0.469 0.462 0.454 0.447 0.439 0.432 0. 424 0.421 3. 3. 3. 4. 4, 4. L0WP2A, .811 .879 .948 .020 .095 .172 4.251 4.334 .419 .507 .599 .693 4.792 4.893 .999 .109 .223 .342 .466 .594 .728 5.868 6.014 6.167 6.242 4, 5. 5. 5. 5. 5, 5, RES 0.823 0.823 0.824 0.826 0.827 0.830 0.833 0.836 0.840 0.845 0.850 0.857 0.863 0.871 0.880 0.890 0.901 0.913 0.926 0.940 0.957 0.974 0.994 1.015 1.026 34.25 34.28 34.32 34.39 34.48 34.59 34.71 34.87 35.04 35.24 35.46 35.71 35.98 36.29 36.62 36.98 37.37 37.79 38.25 38.75 39.28 39.85 40.46 41.12 41.45 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0 .000 1 .600 1 .113 2 .018 1 .560 1 .141 4 .031 1 .520 1 .170 6 .039 1 .481 1 .203 8 .042 1 .441 1 .238 10 .038 1 .401 1 .276 12 .027 1 .361 1 .317 14 .007 1 .321 1 .362 15 .978 1 .281 1 .411 17 .938 1 242 1 464 19 .885 1 202 1 521 21 .817 1 162 1 584 23 732 1 122 1 653 25 625 1 082 1 728 27 493 1 042 1 811 29 331 1 003 1 903 31 132 0 963 2 004 32 887 0. 923 2. 117 34. 586 0. 883 2. 242 36. 213 0. 843 2. 383 37. 748 0. 804 • 2. 541 39. 164 0. 764 2. 720 40. 423 0. 724 2. 924 41. 465 0. 684 3. 158 42. 204 0. 644 3. 429 42. 497 0. 604 3. 745 329. 070 0. 604 3. 745 OF HYDRAULIC JUMP SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUN 1.619 128.65 1.580 122.19 1.542 115.91 1.503 109.82 1.465 103.92 1.426 98.21 1.388 92.70 1.350 87.39 1.312 82.30 1.275 77.41 1.238 72.75 1.201 68.32 1.165 64.11 1.129 60.14 1.093 56.41 1.059 52.92 1.025 49.70 0. 993 46.73 0.961 44 .04 0.932 41.63 0. 904 39.52 0.879 37.72 0.857 36.27 0.839 35.17 0.827 34.48 0.822 34.24 0.822 34.24 I PRESSURE+MOMENTUM I DOWNSTREAM BALANCE OCCURS AT 36.37 FEET UPSTREAM OF NODE 236 00 DEPTH = 0.839 FEET, UPSTREAM CONJUGATE DEPTH = 0.421 FEET Page 2 0 L0WP2A.RES NODE 242.00 : HGL - < 323.104>;EGL- < 323.322>;FLOWLINE- < 322.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: MnnF NITMBER - 242 00 FLOWLINE ELEVATION - 322.50 ASSUMED UPSTREAM CONTROL HGL - 323.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • 0 0 Page 3 # Basin 3 Hydrology 0 9605P3.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/27/04 CARLSBAD OAKS NORTH PROPOSED - BASIN 3 G:\ACCTS\961005\9605P3.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++^.+^^^^^^^^^^^^^^^^^^_^_^^^ Process from Point/Station 301.000 to Point/Station 302 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~ ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 70.00(Ft.) Highest elevation = 447.20(Ft.) Lowest elevation = 445.80(Ft.) Elevation difference = 1.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1 79 min TC = [1.8*(l.l-C)*distance".5)/(% slope*(l/3)] TC = [1.8*(1.1-0.9500)*( 70.00*.5)/( 2.00^(1/3)]= 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0 950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) + + -^ + + + + + + + + + + + +++ + .^ + +++ + + ^- + + + + + + .^++ + + + + + .^.^.^.++.^ + .^^.^.^^^^_^.^_^^^_^_^_^_^^^^ Process from Point/Station 302.000 to Point/Station 303 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 445.800 (Ft.) ~ End of street segment elevation = 332.600(Ft.) Length of street segment = 950.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft ) Slope from gutter to grade break (v/hz) = 0.020 Page 1 9605P3.OUT Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated raean flow rate at midpoint of street = 0.118(CFS) Depth of flow = 0.074(Ft.), Average velocity = 3.590(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 3.59(Ft/s) Travel time = 4.41 min. TC = 9.41 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 4.906(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 6.339(CFS) for 1.360(Ac.) Total runoff = 6.409(CFS) Total area = 1.37(Ac.) Street flow at end of street = 6.409(CFS) Half street flow at end of street = 6.409(CFS) Depth of flow = 0.277(Ft.), Average velocity = 7.153(Ft/s) Flow width (from curb towards crown)= 9.081(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 9.41 min. Rainfall intensity = 4.906(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 2.237(CFS) for 0.480(Ac.) Total runoff = 8.646(CFS) Total area = 1.85(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 426.80(Ft.) ~ Downstream point/station elevation = 426.30(Ft.) Pipe length = 6.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8.646 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.646(CFS) Normal flow depth in pipe = 6.58(In.) Flow top width inside pipe = 17.34(In.) Critical Depth = 13.65(In.) Pipe flow velocity = 14.79(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.42 min. Page 2 9605P3.OUT +++ + + ++++++++++++++++++++ ++++++++++ + ++++ +++ + +++ + +++ + + .^+^.^+^^ + ^^^^^^^^ Process from Point/Station 304.000 to Point/Station 305 000 ***• PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 426.30(Ft.) Downstream point/station elevation = 424.40(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.646(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.646(CFS) Normal flow depth in pipe = 12.47(In.) Flow top width inside pipe = 23.98(In.) Critical Depth = 12.58(In.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 10.59 min. +++++++++++++++++++++++++++++++++++++++++++++^.+^.^.^.^^^^^^^^^^^^^^^^_^^^^ Process from Point/Station 305.000 to Point/Station 305 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 10.59 min. Rainfall intensity = 4.546(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0 950 Subarea runoff = 48.883(CFS) for 11.320(Ac.) Total runoff = 57.529(CFS) Total area = 13.17(Ac.) ++++++++++++++++++++++++++++++++++++++++^.+^.^^^^^^^^^^^^^^^^^^^^_^^_^^^^^ Process from Point/Station 305.000 to Point/Station 306 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 424.40(Ft.) ~ Downstream point/station elevation = 422.90(Ft ) Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.529(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is 7.599(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.900(Ft.) Minor friction loss = 3.199(Ft.) K-factor = 1 50 Pipe flow velocity = 11.72(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 11.02 min. Process from Pomt/Station 306.000 to Point/Station 307 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** -30/.OOO Upstream point/station elevation = 422.90(Ft.) ' ' Downstream point/station elevation = 421.10(Ft ) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.529(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is' 8.282(Ft.) at the headworks or inlet of the pipe(s) Page 3 9605P3.OUT Pipe friction loss = 6.883(Ft.) Minor friction loss = 3.199(Ft.) K-factor = 1.50 Pipe flow velocity = 11.72(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 11.52 min. ++++++++++++++++++++++++++++++++++++++++++++++^.+^..^.^^.^..^+^^^^^^^^^^^^^^^ Process frora Point/Station 307.000 to Point/Station 307.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 11.52 min. Rainfall intensity = 4.307(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0 950 Subarea runoff = 21.439(CFS) for 5.240(Ac.) Total runoff = 78.968(CFS) Total area = 18.41(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++^.^.++^^^.^^^^^^^^^^^_i.^^^ Process from Point/Station 307.000 to Point/Station 308 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 421.10(Ft.) Downstream point/station elevation = 416.90(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 78.968(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 4.592(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.885(Ft.) Minor friction loss = 2.907(Ft.) K-factor = 1.50 Pipe flow velocity = 11.17(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 12.14 min. Process from Point/Station 308.000 to Point/Station 308 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 12.14 min. Rainfall intensity = 4.162(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0 950 Subarea runoff = 49.109(CFS) for 12.420(Ac ) Total runoff = 128.077(CFS) Total area = 30.83(Ac.) Process from Point/Station 308.000 to Point/Station 309 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 416.90(Ft.) ~ Downstream point/station elevation = 414.00(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 Page 4 9605P3.OUT No. of pipes = 1 Retjuired pipe flow = 128.077 (CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 15.068(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 10.321(Ft.) Minor friction loss = 7.647(Ft.) K-factor = 1.50 Pipe flow velocity = 18.12(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 12.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 309.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 12.40 min. Rainfall intensity = 4.106(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 35.615(CFS) for 9.130(Ac.) Total runoff = 163.692(CFS) Total area = 39.96(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 414.00(Ft.) Downstream point/station elevation = 409.70(Ft.) Pipe length = 320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 163.692(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.910(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 8.468(Ft.) Minor friction loss = 6.742(Ft.) K-factor = 1.50 Pipe flow velocity = 17.01(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 12.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 12.72 min. Rainfall intensity = 4.041(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 20.651(CFS) for 5.380(Ac.) Total runoff = 184.343(CFS) Total area = 45.34(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-)•++++++++ Process from Point/Station 310.000 to Point/Station 311.000 Page 5 9605P3.OUT **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 409.70(Ft.) Downstream point/station elevation = 404.00(Ft.) Pipe length = 307.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 184.343 (CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 13.154(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 10.303(Ft.) Minor friction loss = 8.551(Ft.) K-factor = 1.50 Pipe flow velocity = 19.16(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 12.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 12.98 min. Rainfall intensity = 3.987(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 11.514 (CFS) for 3.040 (Ac) Total runoff - 195.857(CFS) Total area = 48.38(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 404.00(Ft.) Downstream point/station elevation = 392.50(Ft.) Pipe length = 155.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Recjuired pipe flow = 195.857(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 195.857(CFS) Normal flow depth in pipe = 26.25(In.) Flow top width inside pipe = 40.67(In.) Critical depth could not be calculated. Pipe flow velocity = 30.95(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.07 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 13.07 min. Rainfall intensity = 3.970(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 35.870(CFS) for 9.510(Ac.) Total runoff = 231.727(CFS) Total area = 57.89(Ac.) Page 6 9605P3.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 392.50(Ft.) Downstream point/station elevation = 389.50(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 231.727(CFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 12.725(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 7.805(Ft.) Minor friction loss = 7.920(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 18.44(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 13.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 389.50(Ft.) Downstream point/station elevation = 387.00(Ft.) Pipe length = 248.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 231.727(CFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 11.872(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.452(Ft.) Minor friction loss = 7.920(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 18.44(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.56 min. +++++++++++-I-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 314.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 13.56 min. Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 62.Oil(CFS) for 16.840(Ac.) Total runoff = 293.738(CFS) Total area = 74.73(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 387.00(Ft.) Downstream point/station elevation = 364.00(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.013 Page 7 9605P3.OUT No. of pipes = 1 Required pipe flow = 293.738(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 293.738(CFS) Normal flow depth in pipe = 21.12(In.) Flow top width inside pipe = 47.65(In.) Critical depth could not be calculated. Pipe flow velocity = 55.19(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.59 min. ++++++++++++++++++++++++++++++++++++.++++++++++++^.+.^^^.^.^^^^^^^^^^^^_^^^^ Process from Point/Station 315.000 to Point/Station 315 ooo **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~~ ~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 13.59 min. Rainfall intensity = 3.871(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0 450 Subarea runoff = 1.742(CFS) for 1.000(Ac.) Total runoff = 295.480 (CFS) Total area = 75.73 (Ac.) ++++++++++++++++++++++++++++++++++++++++++^.^^.^^^^^^^^^^^_^^^^_i_^^_i^^^^ Process from Point/Station 315.000 to Point/Station 316 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 363.75(Ft.) Downstream point/station elevation = 358.18(Ft.) Pipe length = 11.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 295.480(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 295.480(CFS) Normal flow depth in pipe = 17.88(In.) Flow top width inside pipe = 46.41(In.) Critical depth could not be calculated. Pipe flow velocity = 69.26(Ft/s) Travel time through pipe = o.OO min. Time of concentration (TC) = 13.59 min. Process from Point/Station 316.000 to Point/Station 318 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 357.77(Ft.) ~ Downstream point/station elevation = 352.00(Ft.) Pipe length = 139.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Retjuired pipe flow = 295.480 (CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 295.480(CFS) Normal flow depth in pipe = 39.75(In.) Flow top width inside pipe = 36.22(In.) Critical depth could not be calculated. Pipe flow velocity = 26.54(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 13.68 min. +++++++++++++^++^^ ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 316.000 to Point/Station 318.000 Page 8 9605P3.OUT **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 75.730(Ac.) Runoff from this stream = 295.480(CFS) Time of concentration = 13.68 min. Rainfall intensity = 3.855(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 700.00(Ft.) Highest elevation = 420.50(Ft.) Lowest elevation = 412.00(Ft.) Elevation difference = 8.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 6.70 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*(700.00*.5)/( 1.21*(l/3)]= 6.70 Rainfall intensity (I) = 6.111 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 31.406(CFS) Total initial stream area = 5.410(Ac.) Process from Point/Station 320.000 to Point/Station 321 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 407.00(Ft.) ' ' Downstream point/station elevation = 404.40(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.4 06(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.761(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.004(Ft.) Minor friction loss = 7.357(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 17.77(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.75 min. Process from Point/Station 321.000 to Point/Station 321 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ ~ ~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 6.75 min. Rainfall intensity = 6.080(In/Hr) for a 100.0 year storm Page 9 # 9605P3.OUT Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 32.230(CFS) for 5.580(Ac.) Total runoff = 63.635(CFS) Total area = 10.99(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 404.40(Ft.) Downstream point/station elevation = 403.00(Ft.) Pipe length = 68.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 63.635(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 13.535(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.379(Ft.) Minor friction loss = 9.557(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 20.26(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 403.00(Ft.) Downstream point/station elevation = 400. 70(Ft.) Pipe length = 215.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 63.635 (CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 24.263(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.006(Ft.) Minor friction loss = 9.557(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 20.26(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 6.98 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^.+^.+^.^.^.^.^ Process from Point/Station 323.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 400.70(Ft.) ~ Downstream point/station elevation = 398.40(Ft.) Pipe length = 223.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 63.635 (CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 24.896(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.639(Ft.) Minor friction loss = 9.557(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 20.26(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 7.16 min. Page 10 9605P3.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 324.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 10.990(Ac.) Runoff from this stream = 63.635(CFS) Time of concentration = 7.16 min. Rainfall intensity = 5.850(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 326.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft.) Highest elevation = 419.50(Ft.) Lowest elevation - 419.00(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.07 min. TC = [1.8*(l.l-C)*distance*.5)/(% 3lope*(l/3)] TC = [1.8*(l.l-0.9500)*( 25.00*.5)/( 2.00*(l/3)]= 1.07 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area,(Q-KCIA) is C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 419.000(Ft.) End of street segment elevation = 408.000(Ft.) Length of street segment = 1100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.101(CFS) Depth of flow = 0.111(Ft.), Average velocity = 1.363(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.36(Ft/s) Travel time = 13.45 min. TC = 18.45 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 11 • 9605P3.OUT Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 3.178(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 2.626(CFS) for 0.870(Ac.) Total runoff = 2.696(CFS) Total area = 0.88(Ac.) Street flow at end of street = 2.696(CFS) Half street flow at end of street = 2.696(CFS) Depth of flow = 0.307(Ft.), Average velocity = 2.265(Ft/s) Flow width (from curb towards crown)- 10.580(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 327.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 18.45 min. Rainfall intensity = 3.178(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 16.423(CFS) for 5.440(Ac.) Total runoff = 19.119(CFS) Total area - 6.32(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 400.50(Ft.) Downstream point/station elevation = 398.40(Ft.) Pipe length = 43.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.119(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 19.119(CFS) Normal flow depth in pipe = 12.45(In.) Flow top width inside pipe = 16.63(In.) Critical depth could not be calculated. Pipe flow velocity = 14.67(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 18.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 324.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.320(Ac.) Runoff from this stream = 19.119(CFS) Time of concentration = 18.50 min. Rainfall intensity = 3.172(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 63.635 7.16 5.850 2 19.119 18.50 3.172 Qmax(1) = 1.000 * 1.000 * 63.635) + Page 12 Qmax(2) = 9605P3.OUT 1.000 * 0.387 * 19.119) + = 71.039 0.542 * 1.000 * 63.635) + 1.000 * 1.000 * 19.119) + = 53.629 Total of 2 streams to confluence: Flow rates before confluence point: 63.635 19.119 Maximum flow rates at confluence using above data: 71.039 53.629 Area of streams before confluence: 10.990 6.320 Results of confluence: Total flow rate = 71.039(CFS) Time of concentration = 7.165 min. Effective stream area after confluence = 17.310(Ac.) ++++++++++++++++++++++++++++++++++++++++^.++^.^.+^^^^^^^^^^^_^^^^_i__i_^^_^^ Process from Point/Station 324.000 to Point/Station 324 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ ~— Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 7.16 min. Rainfall intensity - 5.850(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0 950 Subarea runoff = 4.890(CFS) for 0.880(Ac ) Total runoff = 75.929(CFS) Total area = 18.19(Ac.) Process from Point/Station 324.000 to Point/Station 328 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 398.40(Ft.) ' Downstream point/station elevation = 395.50(Ft ) Pipe length = 223.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 75.929(CFS) Given pipe size - 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is" 10.312(Ft.) at the headworks or inlet of the piDe(s) Pipe friction loss = 7.639(Ft.) Minor friction loss - 5.573(Ft.) K-factor = i so Critical depth could not be calculated. Pipe flow velocity = 15.47(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 7.40 min. Process from Pomt/Station 328.000 to Point/Station 329 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** J^S-OOO Upstream point/station elevation = 395.50(Ft.) ' ~ Downstream point/station elevation = 382.20(Ft ) Pipe length = 346.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.929(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 75.929(CFS) Normal flow depth in pipe = 23.20(In.) Page 13 _T , 9605P3.OUT Flow top width inside pipe = 25.12(In.) Critical depth could not be calculated. Pipe flow velocity = 18.63(Ft/s) Travel time through pipe = o.31 min. Time of concentration (TC) = 7.71 min ++++++++++++++++++++++++++++++^.^^^^.^^^^^^^^^^^^ Process from Point/stati^n^"^^ 3^;:; t^ :i:;;s;:;i:r^^^^^;irs;r **** PIPEFLOW TRAVEL TIME (User specified size) **** ^IS.OOO Upstream point/station elevation = 382 00 (Ft ) " Downstream point/station elevation = 353 50(Ft ) Pipe length = 309.83(Ft.) Manning's N = 0 013 No. of pipes = 1 Required pipe flow = 75 929(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 75 929(CFS) Normal flow depth in pipe = 16.92(In.) Flow top width inside pipe = 29.75(in.) Critical depth could not be calculated.' Pipe flow velocity = 26.59(Ft/s) Travel time through pipe = o.l9 min. Time of concentration (TC) = 7.91 min. The following data inside Main Stream is listed- In Mam Stream number: 2 Stream flow area = 18.190(Ac.) Runoff from this stream = 75!929(CFS) Time of concentration = 7.91 min Rainfall intensity = 5.489(In/Hr) Summary of stream data: Stream Flow rate TC u=i^e.,Ti r- ^ NO. (CFS) (rain) ""^'"'^^^ Intensity (In/Hr) 1 295.480 13.68 3 gcc 2 75.929 7.91 5-481 Qmax(l) = ^-^"^ 1.000 * 1.000 * 295.480) + Qmax(2) = * ''^'^ * '=-^29) * = 348.808 1.000 * 0.578 * 295.480) + 1.000 * 1.000 * 75.929) + 246.781 Total of 2 raain streams to confluence: Flow rates before confluence point- 295.480 75.929 Maximum flow rates at confluence using above data: 348.808 246.781 Area of streams before confluence- 75.730 18.190 Results of confluence: Total flow rate = 348.808(CFS) Time of concentration = 13.678 min Effective stream area after confluence = 93 920(Ac ) Page 14 9605P3.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 330.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 351.50(Ft.) Downstreara point/station elevation = 321.12(Ft.) Pipe length = 229.87(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 348.808(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 348.808(CFS) Normal flow depth in pipe = 26.63(In.) Flow top width inside pipe = 53.99(In.) Critical depth could not be calculated. Pipe flow velocity - 44.68(Ft/s) Travel tirae through pipe = 0.09 min. Time of concentration (TC) = 13.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 1 Stream flow area - 93.920(Ac.) Runoff from this stream = 348.808(CFS) Time of concentration = 13.76 min. Rainfall intensity = 3.839(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++^.+^.^.^.^^.^^^^^^^^ Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~ ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 50.00(Ft.) Highest elevation = 448.60(Ft.) Lowest elevation = 447.60(Ft.) Elevation difference = 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.52 min. TC = [1.8*(1.1-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*( 50.00*.5)/( 2.00*(l/3)]= 1.52 Setting tirae of concentration to 5 rainutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++^.^^^^^^^^^^^^^_^^^^^^^^ Process from Point/Station 332.000 to Point/Station 333 OOO **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 447.600(Ft.) ~ End of street segment elevation = 391.000(Ft.) Length of street segment = 1950.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Page 15 0 9605P3.OUT Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.126(CFS) Depth of flow - 0.099(Ft.), Average velocity = 2.151(Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.15(Ft/s) Travel time = 15.11 min. TC = 20.11 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 3.006(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 4.569(CFS) for 1.600(Ac.) Total runoff = 4.639(CFS) Total area = 1.61(Ac.) Street flow at end of street = 4.639(CFS) Half street flow at end of street = 4.639(CFS) Depth of flow = 0.307(Ft.), Average velocity = 3.867(Ft/s) Flow width (from curb towards crown)- 10.622(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-)-+++++ Process from Point/Station 333.000 to Point/Station 334.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 382.50(Ft.) ' Downstreara point/station elevation = 381.70(Ft.) Pipe length = 43.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 4.639 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.639(CFS) Normal flow depth in pipe = 6.29(In.) Flow top width inside pipe = 21.11(In.) Critical Depth = 9.09(In.) Pipe flow velocity = 7.07(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 20.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 334.000 to Point/Station 334.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ " Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 20.21 min. Rainfall intensity = 2.996(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Subarea runoff = 61.002(CFS) for 21.430(Ac.) Total runoff = 65.642(CFS) Total area = 23.04(Ac.) Page 16 0 9605P3.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 335.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 380.20(Ft.) Downstream point/station elevation = 378.40(Ft.) Pipe length = 85.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 65.642 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 65.642(CFS) Normal flow depth in pipe = 21.70(In.) Flow top width inside pipe = 35.23(In.) Critical Depth = 31.13(In.) Pipe flow velocity = 14.75(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 20.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 335.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 20.31 min. Rainfall intensity = 2.987(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 24.037(CFS) for 8.470(Ac.) Total runoff = 89.679(CFS) Total area = 31.51(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 378.40(Ft.) ~ Downstreara point/station elevation = 373.50(Ft.) Pipe length = 359.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 89.679(CFS) Given pipe size - 42.00(In.) Calculated individual pipe flow = 89.679(CFS) Norraal flow depth in pipe = 27.47(In.) Flow top width inside pipe = 3 9.96(In.) Critical Depth - 3 5.27(In.) Pipe flow velocity = 13.45(Ft/a) Travel time through pipe = 0.44 min. Time of concentration (TC) = 20.75 min. Process from Point/Station 336.000 to Point/Station 336 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ " Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 20.75 min. Rainfall intensity = 2.946(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.950 Page 17 0 9605P3.OUT Subarea runoff = 8.312(CFS) for 2.970(Ac.) Total runoff = 97.990(CFS) Total area = 34.48(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 337.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 373.50(Ft.) Downstream point/station elevation = 369.30(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 97.990(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 97.990(CFS) Normal flow depth in pipe = 30.84(In.) Flow top width inside pipe = 37.10(In.) Critical Depth = 36.52(In.) Pipe flow velocity = 12.94(Ft/s) Travel time through pipe = 0.45 min. Tirae of concentration (TC) = 21.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 337.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 21.20 min. Rainfall intensity = 2.905(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 23.350(CFS) for 8.460(Ac.) Total runoff = 121.340(CFS) Total area = 42.94(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 338 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 369.30(Ft.) " ' ' Downstream point/station elevation = 348.50(Ft.) Pipe length = 64.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 121.340(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 121.340(CFS) Normal flow depth in pipe = 13.11(In.) Flow top width inside pipe = 38.93(In.) Critical Depth - 39.08(In.) Pipe flow velocity = 47.29(Ft/s) Travel time through pipe = 0.02 min. Tirae of concentration (TC) = 21.23 min. +++++++++++++++++++++++++++++++++++++++++++++^..^^.^.^^^^^^^^^^^^^^^^_i_^^_i^^ Process from Point/Station 338.000 to Point/Station 338 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~ ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Page 18 0 0 9605P3.OUT Time of concentration = 21.23 min. Rainfall intensity = 2.903(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0 450 Subarea runoff - 2.247(CFS) for 1.720(Ac.) Total runoff = 123.587(CFS) Total area = 44.66(Ac.) +++++++++++++++++++++++-1.++++++++++++++++++++++++++^.+^.+^..^^.^.^.^^^^^^^^^^^ Process from Point/Station 338.000 to Point/Station 339 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 348.50(Ft.) Downstream point/station elevation = 323.30(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 123.587(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 123.587(CFS) Normal flow depth in pipe = 12.06(In.) Flow top width inside pipe = 38.00(In.) Critical Depth = 39.28(In.) Pipe flow velocity = 54.12(Ft/s) Travel tirae through pipe = 0.02 min. Time of concentration (TC) = 21.24 rain. +++++++++++++++++++++++++++++++++++++++++++++++++^^.^+^^^^^^^^^^_^_^^^_i_^^ Process from Point/Station 339.000 to Point/Station 343 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 323.21(Ft.) ~ ~— Downstream point/station elevation = 322.75(Ft.) Pipe length = 5.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.587(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 123.587(CFS) Normal flow depth in pipe = 19.48(In.) Flow top width inside pipe = 41.89 (In.) Critical Depth = 39.28(In.) Pipe flow velocity = 28.30(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 21.25 min. Process from Point/Station 339.000 to Point/Station 343 ooo **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 ~ ~ Stream flow area = 44.660(Ac.) Runoff from this stream = 123.587(CFS) Time of concentration = 21.25 min. Rainfall intensity = 2. 902(In/Hr) ++++++++-^++*+++++++++++++++++++++++++.,+++++++^.+.^+^^.^.,.^^ Process from Point/Station 341.000 to Point/Station 342 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~ ~ Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft.) Highest elevation = 410.90(Ft.) Page 19 0 9605P3.OUT Lowest elevation = 410.40(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.07 min. TC = [1.8*(1.1-C)*distance".5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9500)*( 25.00*.5)/( 2.00*(l/3)]= 1.07 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff - 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 343.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 410.400(Ft.) End of street segment elevation = 380.800(Ft.) Length of street segment = 965.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street - 0.126(CFS) Depth of flow = 0.098(Ft.), Average velocity = 2.196(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 2.20(Ft/s) Travel tirae = 7.32 min. TC = 12.32 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 4.123(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 6.266(CFS) for 1.600(Ac.) Total runoff = 6.336(CFS) Total area = 1.61(Ac.) Street flow at end of street = 6.336(CFS) Half street flow at end of street = 6.336(CFS) Depth of flow = 0.333(Ft.), Average velocity = 4.257(Ft/s) Flow width (from curb towards crown)- 11.904(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 343.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nunnber: 2 in normal stream nun±ier 2 Stream flow area = 1.610(Ac.) Runoff frora this stream = 6.336(CFS) Time of concentration = 12.32 min. Rainfall intensity = 4.123(In/Hr) Summary of stream data: Page 20 9605P3.OUT Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 123.587 21.25 2.902 6.336 12.32 4.123 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 123.587) + 0.704 * 1.000 * 6.336) + = 128.047 1.000 * 0.580 * 123.587) + 1.000 * 1.000 * 6.336) + = 78.027 Total of 2 strearas to confluence: Flow rates before confluence point: 123.587 6.336 Maximum flow rates at confluence using above data: 128.047 78.027 Area of streams before confluence: 44.660 1.610 Results of confluence: Total flow rate = 128.047(CFS) Time of concentration = 21.247 min. Effective stream area after confluence - 46.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 330.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 322.42(Ft.) Downstream point/station elevation = 321.70(Ft.) Pipe length = 4.24(Ft.) Manning's N = 0.013 No. of pipes - 1 Recjuired pipe flow = 128.047 (CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 128.047(CFS) Normal flow depth in pipe = 16.02(In.) Flow top width inside pipe = 40.80(In.) Critical Depth = 39.59(In.) Pipe flow velocity = 37.96(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 21.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: ~~~ In Main Stream number: 2 Stream flow area = 46.270 (Ac) Runoff from this stream = 128.047(CFS) Time of concentration = 21.25 min. Rainfall intensity = 2.901(In/Hr) Prograra is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 352.000 to Point/Station 353.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 21 0 0 9605P3.OUT Deciraal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 26.00(Ft.) Highest elevation - 408.60(Ft.) Lowest elevation = 408.00(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.74 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8500)*( 26.00*.5)/( 2.31*(l/3)]= 1.74 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.850 Subarea runoff = 0.063(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 353.000 to Point/Station 348.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 408.000(Ft.) End of street segment elevation = 340.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.200(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.119(CFS) Depth of flow = 0.083(Ft.), Average velocity = 2.909(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 5.73 min. TC = 10.73 min. Adding area flow to street Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Rainfall intensity = 4.509(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.850 Subarea runoff = 6.898(CFS) for 1.800(Ac.) Total runoff = 6.961(CFS) Total area = 1.81(Ac.) Street flow at end of street = 6.961(CFS) Half street flow at end of street = 6.961(CFS) Depth of flow = 0.306(Ft.), Average velocity = 5.875(Ft/s) Flow width (from curb towards crown)- 10.553(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-I-+++ Process from Point/Station 348.000 to Point/Station 330.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 325.30(Ft.) Downstream point/station elevation = 324.20(Ft.) Page 22 • 9605P3.OUT Pipe length = 54.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 6.961 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.961(CFS) Normal flow depth in pipe = 8.63(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 12.25(In.) Pipe flow velocity = 8.31(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.810(Ac.) Runoff from this stream = 6.961(CFS) Time of concentration - 10.84 min. Rainfall intensity = 4.479(In/Hr) Suraraary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) 348.808 128.047 6 .961 1.000 1.000 0.857 Qmax(2) - Qmax(3) 13 .76 21.25 10.84 0.756 * 1.000 * 0.648 * 1.000 * 1.000 * 1.000 * 1.000 * 0.648 * 1.000 * 1.000 * 1.000 * 1.000 * 0.787 * 0.510 * 1.000 * 3 .839 2.901 4 .479 348.808) + 128.047) + 6.961) + 348.808) + 128.047) + 6.961) + 348.808) + 128.047) + 6.961) + 437.713 396.148 346.917 Total of 3 main streams to confluence: Flow rates before confluence point: 348.808 128.047 6.961 Maximum flow rates at confluence using above data: 437.713 396.148 346.917 Area of streams before confluence: 93.920 46.270 1.810 Results of confluence: Total flow rate = 437.713(CFS) Time of concentration = 13.763 min. Effective stream area after confluence 142.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation 320.70(Ft.) 295.10(Ft.) Page 23 0 0 9605P3.OUT Pipe length = 323.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 437.713(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 437.713(CFS) Normal flow depth in pipe = 36.23(In.) Flow top width inside pipe = 50.74(In.) Critical depth could not be calculated. Pipe flow velocity = 38.59(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 13.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294.77(Ft.) Downstream point/station elevation = 272.33(Ft.) Pipe length = 279.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Retjuired pipe flow = 437.713 (CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 437.713(CFS) Normal flow depth in pipe = 36.05(In.) Flow top width inside pipe = 50.88(In.) Critical depth could not be calculated. Pipe flow velocity = 38.78(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 14.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 345.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 142.000(Ac.) Runoff from this streara = 437.713(CFS) Tirae of concentration = 14.02 min. Rainfall intensity - 3.793(In/Hr) Prograra is now starting with Main Streara No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 343.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft.) Highest elevation = 381.40(Ft.) Lowest elevation = 380.80(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.17 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010 (Ac) Page 24 m 9605P3.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 347.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 380.800(Ft.) End of street segment elevation = 286.600(Ft.) Length of street segment = 605.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.064(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity - 3.71(Ft/s) Travel time = 2.72 min. TC = 7.72 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 5.576(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C Subarea runoff = 3.019(CFS) for 0.570(Ac.) Total runoff = 3.090(CFS) Total area = 0.58(Ac.) Street flow at end of street = 3 Half street flow at end of street = Depth of flow - 0.220(Ft.), Average velocity = 6.715(Ft/s) Flow width (from curb towards crown)- 6.236(Ft.) 0.090(CFS) 3.711(Ft/s) .090(CFS) 3.090(CFS) 0.950 Process from Point/Station 347.000 to Point/Station 347.000 **** SUBAREA FLOW ADDITION **** ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type Time of concentration = 7.72 min. Rainfall intensity = 5.576(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.450 Subarea runoff = 12.797(CFS) for 5.100(Ac.) Total runoff = 15.887(CFS) Total area = 5.68(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 347.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 275.25(Ft.) Page 25 0 0 9605P3.OUT Downstream point/station elevation = 275.00(Ft.) Pipe length = 4.25(Ft.) Manning's N = 0.013 No. of pipes - 1 Recjuired pipe flow = 15.887 (CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 15.887(CFS) Normal flow depth in pipe = 10.29(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 17.07(In.) Pipe flow velocity = 15.20(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 7.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 347.000 to Point/Station 345.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 2 Stream flow area = 5.680(Ac.) Runoff from this stream = 15.887(CFS) Time of concentration = 7.72 min. Rainfall intensity = 5.574(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft.) Highest elevation = 381.40(Ft.) Lowest elevation = 380.80(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.17 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1-+++++++++++-I- Process from Point/Station 348.000 to Point/Station 349.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 380.800(Ft.) End of street segment elevation = 328.600(Ft.) Length of street segment = 605.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope frora grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Page 26 0 0 9605P3.OUT Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.090(CFS) Depth of flow = 0.071(Ft.), Average velocity = 2.975(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.97(Ft/s) Travel time - 3.39 min. TC = 8.39 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 1 Rainfall intensity = 5.283(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C = 0.950 Subarea runoff = 2.861(CFS) for 0.570(Ac.) Total runoff = 2.931(CFS) Total area = 0.58(Ac.) Street flow at end of street = 2.931(CFS) Half street flow at end of street = 2.931(CFS) Depth of flow = 0.234(Ft.), Average velocity = 5.275(Ft/s) Flow width (frora curb towards crown)- 6.960(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 277.15(Ft.) Downstream point/station elevation = 275.00(Ft.) Pipe length = 54.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 2.931 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.931(CFS) Normal flow depth in pipe = 4.55(In.) Flow top width inside pipe = 15.65(In.) Critical Depth = 7.80(In.) Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 8.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 345.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.580(Ac.) Runoff from this stream = 2.931(CFS) Time of concentration = 8.50 min. Rainfall intensity = 5.240(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 437.713 14.02 3.793 2 15.887 7.72 5.574 3 2.931 8.50 5.240 Qmax(1) Page 27 0 0 9605P3. OUT 1. 000 * 1 000 * 437 713) + 0 681 * 1 000 * 15 887) + 0 724 * 1 000 * 2 931) + = 450 647 1 000 * 0 551 * 437 713) + 1 000 * 1 000 * 15 887) + 1 000 * 0 909 * 2 931) + = 259 565 1 000 * 0 .606 * 437 713) + 0 .940 * 1 .000 * 15 887) + 1 .000 * 1 .000 * 2 .931) + = 283 .126 Qmax(2) = Qmax(3) Total of 3 main streams to confluence: Flow rates before confluence point: 437.713 15.887 2.931 Maximum flow rates at confluence using above data: 450.647 259.565 283.126 Area of streams before confluence: 142.000 5.680 0.580 Results of confluence: Total flow rate = 450.647(CFS) Time of concentration - 14.023 min. Effective stream area after confluence = 148.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 351.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 272.00(Ft.) Downstream point/station elevation = 260.10(Ft.) Pipe length = 167.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 450.647(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 450.647(CFS) Normal flow depth in pipe = 38.63(In.) Flow top width inside pipe = 48.74(In.) Critical depth could not be calculated. Pipe flow velocity = 37.05(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 14.10 rain. End of computations, total study area = 148.26 (Ac.) Page 28 Basin 3 Main Line Hydraulics 9605P3.RES T'^T^nrTr************************************************************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * CARLSBAD OAKS NORTH ^ * PROPOSED BASIN 3 - MAIN LINE ^ **!!**!*;*!**************************************************************** FILE NAME: 9605P3.DAT TIME/DATE OF STUDY: 08:34 09/27/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note- "*" indicates nodal point data used.) * UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 351.00- 4.48 DC 26965.28 3.23* 33318.04 345 10? 4.48 DC 26965.28 3.24* 33200.73 345.ool 5.77 26834.69 3.05* 33330.70 } FRICTION ,.,„oo tic ' 4.47 DC 25568.11 3.17* 32088.35 4.48 DC 25568.12 3.15" 344.10- } JUNCTION .^^^^r, ^A QQ.' >, AO 9•:;^KS 15 3.15* 32209.14 } FRICTION 330.10-4.47 DC 25568.11 3.83* 27352.59 } JUNCTION o-,.,-,^ nr. 330.00- 12.85 25347.81 2.43* 27424.03 } FRICTION 318.10- } JUNCTION 318.00- } FRICTION 316.10- 4.44*DC 17036.19 4.44*Dc 17036.19 8.95* 18912.46 3.59 15483.50 9.10* 19030.49 3.97 DC 15025.38 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 'NOTE' STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ,***************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 351.00 FLOWLINE ELEVATION = 260.10 PIPE FLOW = 450.60 CFS PIPE DIAMETER = 54.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 263.700 FEET •NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 3.60 FT.) IS LESS THAN CRITICAL DEPTH( 4.48 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS "NODE " 351.00 : HGL = < 263.328>;EGL= < 284.478>;FLOWLINE- < 260.100> Page 1 9605P3.RES ****************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 345.10 IS CODE = 1 UPSTREAM NODE 345.10 ELEVATION = 272.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 450.60 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 167.63 FEET MANNING'S N = 0.013 00 NORMAL DEPTH(FT) = 3.22 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.24 4 .48 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 9.545 19.500 29.904 40.797 52.228 64 .251 76.931 90.342 104.573 119.731 135.944 153.367 167.630 FLOW DEPTH (FT) 3 .240 239 238 237 236 235 234 233 232 231 230 229 228 228 VELOCITY (FT/SEC) 36.750 36.761 36.773 36.784 36.795 36.807 36.818 36.829 36.841 36.852 36.863 36.875 36.886 36.895 SPECIFIC ENERGY(FT) 24.224 24 .236 24 .248 24 .260 24.272 24.284 24.296 24.308 24 .320 24 .332 24.344 24.357 24 .369 24 .378 PRESSURE+ MOMENTUM(POUNDS) 33200.73 33209.88 33219.03 33228.19 33237.36 33246.54 33255.73 33264 .92 33274.13 33283.34 33292.57 33301.80 33311.04 33318.04 NODE 345.10 HGL < 275.240>;EGL= < 296.224>;FLOWLINE- < 272.000> ****************************************************************************** FLOW PROCESS FROM NODE 345.10 TO NODE 345.00 IS CODE - 5 UPSTREAM NODE 345.00 ELEVATION = 272.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW 437.70 450.60 10.90 2 .00 DIAMETER ANGLE FLOWLINE CRITICTUJ VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 54 .00 54 .00 18.00 18.00 0.00 90.00 90.00 272.33 272 .00 275.00 275.00 0.00—Q5 EQUALS BASIN INPUT— 4.47 4.48 1.27 0.53 38.165 36.761 6.854 3 .553 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.07342 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.294 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY-i-HVI-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.772)+( 0.000) = 1.772 07714 06971 0.000 FEET NODE 345.00 : HGL = < 275.379>;EGL= < 297.996>;FLOWLINE- < 272.330> ****************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 344.10 IS CODE = 1 UPSTREAM NODE 344.10 ELEVATION = 294.77 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): Page 2 PIPE FLOW 437.70 CFS 9605P3.RES PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 279.66 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 3 .01 CRITICAL DEPTH(FT) 4 .47 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.17 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 3 . 167 36 587 23 966 32088 .35 8. 339 3 . 160 36 669 24 052 32152 .59 17. 065 3 . 154 36 750 24 139 32217 .25 26. 213 3 . 147 36 833 24 226 32282 .33 35 . 822 3 . 141 36 916 24 315 32347 .82 45 . 938 3 . 134 36 999 24 404 32413 .74 56. 611 3 . 128 37 083 24 494 32480 .09 67. 903 3 . 121 37 167 24 585 32546 .86 79. 885 3 . 115 37 252 24 676 32614 .06 92 . 640 3 . 108 37 337 24 769 32681 .70 106. 268 3. 102 37 423 24 862 32749 .77 120. 890 3 . 096 37 509 24 956 32818 .28 136. 654 3 . 089 37 596 25 051 32887 .23 153 . 742 3. 083 37 683 25 146 32956 .63 172 . 386 3 . 076 37 771 25 243 33026 .48 192 . 883 3 . 070 37 859 25 340 33096 .77 215 . 624 3 . 063 37 948 25 439 33167 .52 241. 138 3 . 057 38 038 25 538 33238 .73 270 . 170 3 . 050 38 128 25 638 33310 .39 279. 660 3 . 049 38 153 25 666 33330 70 NODE 344 .10 : HGL = < 297. 937>;EGL= < 318.736>;FLOWLINE= < 294.770> ****************************************************************************** FLOW PROCESS FROM NODE 344.10 TO NODE 344.00 IS CODE = 5 UPSTREAM NODE 344.00 ELEVATION = 295.10 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 437.70 437.70 0.00 0.00 DIAMETER (INCHES) 54.00 54.00 0.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION CRITICAL DEPTH(FT.) 0 00 295 10 4 47 294 77 4 47 0 00 0 00 0 00 0 00 0 00 0 00 0.00—=Q5 EQUALS BASIN INPUT- VELOCITY (FT/SEC) 36.752 36.599 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (A1-1-A2) *16 .1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.07007 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.280 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY-HHVI-HV2 ) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.492)+( 0.000) = 0.492 07042 06972 0.000 FEET NODE 344.00 : HGL = < 298.254>;EGL= < 319.228>;FLOWLINE- < 295.100> *****************************************************************^,^,^,^,^,^,.l,.l,.^^.^^.l^ FLOW PROCESS FROM NODE 344.00 TO NODE 330.10 IS CODE = 1 UPSTREAM NODE 330.10 ELEVATION = 320.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): Page 3 9605P3.RES PIPE FLOW = 437.70 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 323.12 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.02 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.47 DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0 .000 3 . 826 30.364 5 .518 3 .793 30.586 11 .422 3 .761 30.816 17 745 3 .729 31.053 24 526 3 .697 31.298 31 808 3 . 664 31.551 39 642 3 .632 31.812 48 088 3 .600 32.081 57 216 3 .568 32.359 67 108 3 .535 32.645 77 865 3 .503 32.939 89 605 3 .471 33 .243 102 478 3 .438 33.556 116 664 3 .406 33 .878 132 396 3 .374 34.209 149 970 3 342 34.550 169. 779 3 309 34.902 192 . 353 3 277 35.264 218. 438 3 245 35.636 249. 124 3 213 36.020 286. 104 3 180 36.415 323 . 120 3 154 36.740 NODE 330 .10 : HGL - < 324. 526>;EGL= < SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNI 18 .151 27352 .59 18 .329 27512 .16 18 .516 27678 .34 18 .712 27851 .21 18 .917 28030 .88 19 .132 28217 .45 19 .356 28411 .05 19 .591 28611 .81 19 837 28819 87 20 093 29035 38 20 361 29258 50 20 641 29489 42 20 933 29728 30 21 239 29975 36 21 557 30230 79 21 889 30494 81 22 236 30767 65 22. 599 31049. 57 22. 977 31340. 80 23 . 372 31641. 63 23. 784 31952. 35 24 . 128 32209. 14 8.851>;FLOWLINE- < 320.700> *************** *************************^,^,.„^,^,.^.^.l,^^^.l^ FLOW PROCESS FROM NODE ************************** 330.10 TO NODE 330.00 IS CODE = 5 UPSTREAM^NODE^^^330.00 ELEVATION = 321.12 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) UPSTREAM 348.80 54.00 DOWNSTREAM 437.70 54.00 LATERAL #1 84.30 42.00 LATERAL #2 4.60 18.00 Q5 0.00—Q5 EQUALS BASIN INPUT- ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 321.12 320.70 90.00 321.70 90.00 323.70 CRITICAL DEPTH(FT.) 4 .44 4.47 2.86 0.82 VELOCITY (FT/SEC) 39.729 30.374 10.013 4.630 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED• DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0 07173 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.359 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 9.212) + ( 0 . 000) = 9 212 09682 04664 0.000 FEET NODE 330.00 HGL < 323.554>;EGL= < 348.063>;FLOWLINE= 321.120> *************************j ****************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE UPSTREAM NODE 318.10 318.10 IS CODE = 1 ELEVATION = 351.50 (FLOW IS SUPERCRITICAL) Page 4 9605P3.RES CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 348.80 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 229.87 FEET MANNING'S N 0.01300 NORMAL DEPTH(FT) = 2.22 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4 .44 DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0 .000 4 .437 21.986 0 .259 4 .348 22.155 0 .940 4 .260 22.386 1 .980 4 .171 22.669 3 .363 4 .082 22.998 5 .092 3 . 993 23.372 7 .185 3 .905 23.789 9 .670 3 . 816 24.251 12 .586 3 .727 24.757 15 .984 3 .638 25.311 19 928 3 . 549 25.913 24 499 3 .461 26.568 29 798 3 .372 27.278 35 955 3 .283 28.047 43 136 3 194 28.881 51 557 3 106 29.784 61 506 3 017 30 . 763 73 377 2 928 31.825 87. 727 2 839 32.979 105. 376 2 751 34 .233 127. 600 2 662 35.601 156 . 547 2 573 37.093 196. 252 2. 484 38.726 229. 870 2 . 434 39.716 NODE 318 .10 : HGL = < 355. 937>;EGL= < SPECIFIC ENERGY(FT) 11.948 11.975 12.046 12.155 12.300 12.481 12.698 12.953 13 .250 13 .592 13.983 14.428 14.933 15.506 16.154 16.889 17.721 18.665 19.738 20.959 22.354 23 .951 25.786 26.943 PRESSURE+ MOMENTUM(POUNDS) 17036.19 17062.82 17132.52 17237.94 17376.00 17545.38 17745.72 17977.34 18241.06 18538.11 18870.11 19239.04 19647.30 20097.66 20593.36 21138.12 21736.24 22392.66 23113.06 23903.99 24773.04 25729.00 26782.11 27424.03 363.448>;FLOWLINE- < 351.500> *************************j ******************************************^,^,^,^,^,^^^^^^ FLOW PROCESS FROM NODE 318.10 TO NODE 318 00 IS CODE - R _UPSTREAM_NODE__J18.00_____ELEyATION = 352.00 (FLOW IS'AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) UPSTREAM 295.50 48.00 DOWNSTREAM 348.80 54.00 LATERAL #1 53.30 30.00 LATERAL #2 0.00 0.00 0.00—=Q5 EQUALS BASIN INPUT: ANGLE FLOWLINE (DEGREES) ELEVATION 45.00 352.00 351.50 0.00 353.50 0.00 0.00 CRITICAL DEPTH(FT.) 3 .97 4.44 2.34 0.00 VELOCITY (FT/SEC) 23.515 21.992 10.858 0 . 000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED• DY=(Q2 *V2-Ql*V1*COS(DELTAl)-Q3 *V3 * COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0 03546 JUNCTION LENGTH = 7.00 FEET FRICTION LOSSES = 0.248 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 6 . 085)-i-( 0 . 000) = 6 085 .04232 . 02860 0.000 FEET NODE 318.00 HGL < 360.946>;EGL= < 369. 532>;FLOWLINE- < 352.000> Page 5 i 9605P3.RES ****************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 316.10 IS CODE = 1 UPSTREAM NODE 316.10 ELEVATION = 357.77 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 295.50 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 13 9.90 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 - (( 295.50)/( 1436.439))**2 = 0.04232 HF=L*SF = ( 139.90)* (0.04232) = 5.921 NODE 316.10 : HGL = < 366.866>;EGL- < 375.4 53>;FLOWLINE- < 357.770> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 316.10 FLOWLINE ELEVATION - 357.77 ASSUMED UPSTREAM CONTROL HGL = 361.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 6 Station 26+99 El Fuerte Hydraulics 0 2649.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 26+49 EL FUERTE * ************************************************************************** FILE NAME: 264 9.DAT TIME/DATE OF STUDY: 09:21 09/13/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 345.00- 1.20* 62.30 0.39 48.59 } FRICTION } HYDRAULIC JUMP 349.00- 0.65*Dc 34.71 0.65*Dc 34.71 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************^,^, DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 345.00 FLOWLINE ELEVATION = 275.00 PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 276.200 FEET NODE 345.00 : HGL = < 276.200>;EGL- < 276.257>;FLOWLINE- < 275.000> **********************************************************************^,.,,^,^,^,.^^.^ FLOW PROCESS FROM NODE 345.00 TO NODE 349.00 IS CODE = 1 UPSTREAM NODE 349.00 ELEVATION = 277.15 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 54.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.38 CRITICAL DEPTH(FT) = 0.65 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.647 3.975 0.892 34.71 Page 1 0 2649.RES 0 010 0 636 4 064 0 893 34 72 0 043 0 625 4 157 0 894 34 77 0 100 0 615 4 254 0 896 34 85 0 184 0 604 4 356 0 899 34 97 0 298 0 593 4 462 0 902 35 12 0 447 0 582 4 573 0 907 35 32 0 634 0 571 4 689 0 913 35 55 0 865 0 561 4 811 0 920 35 83 1 146 0 550 4 939 0 929 36 15 1 484 0 539 5 074 0 939 36 51 1 888 0 528 5 215 0 951 36 93 2 368 0 518 5 364 0 965 37 39 2 940 0 507 5 520 0 980 37 92 3 619 0 496 5 686 0 998 38 50 4 428 0 485 5 860 1 019 39 14 5 396 0 474 6 044 1 042 39 85 6 563 0 464 6 239 1 068 40 63 7 986 0 453 6 446 1 098 41 48 9 745 0 442 6 665 1 132 42 42 11 .969 0 431 6 898 1 171 43 44 14 .872 0 420 7 147 1 214 44 55 18 .853 0 410 7 411 1 263 45 77 24 .813 0 399 7 693 1 318 47 10 35 .642 0 388 7 995 1 381 48 55 54 .250 0 388 8 003 1 383 48 59 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.517 1.029 1.537 2 .041 2 .539 3 .032 3 .518 3 . 4 , 4. 5 , .998 .470 .934 ,388 5.832 6.264 6.683 .087 .474 .841 .187 .506 .796 9.051 9.265 9.432 9.540 9.580 54.250 FLOW DEPTH (FT) 200 178 156 134 112 089 067 045 023 001 979 957 935 912 890 0.868 0.846 0 . 824 0 . 802 780 758 735 713 691 669 647 647 VELOCITY (FT/SEC) 1.913 1.947 1.984 2.023 2.065 2 . 2 . 2. 2 . 2. 2 . SPECIFIC ENERGY(FT) 1.257 .109 .156 .205 .258 .314 .374 .437 .505 . 576 .653 .735 .822 .916 3 .016 3.124 3 .240 3 .365 .499 .645 .803 .975 . 975 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 4.05 FEET UPSTREAM OF NODE 345.00 DOWNSTREAM DEPTH = 1.020 FEET, UPSTREAM CONJUGATE DEPTH = 0.388 FEET .237 .217 .197 .178 .158 .139 ,121 . 102 .084 .066 .049 .032 .016 . 000 .984 0 . 970 0.956 . 943 , 931 , 921 .911 .904 .898 0.894 0.892 0.892 PRESSURE+ MOMENTUM(POUNDS) 62.30 60.42 58.59 56.81 55.08 53.41 51.80 50.24 48.75 47.31 45.94 44.63 43.39 42 .22 41.12 40.09 39.14 38.27 37.49 36.79 36.18 35.67 35.26 34.96 34 . 77 34 .71 34.71 Page 2 2649.RES NODE 349.00 : HGL = < 277.797>;EGL- < 278.042>;FLOWLINE- < 277.150> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 349.00 FLOWLINE ELEVATION - 277.15 ASSUMED UPSTREAM CONTROL HGL = 277.80 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 0 2699R.RES *************************************************************^,^,^,^,^,^,^,^,^,.l,^.^^^.^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 26+99 RT EL FUERTE * * * * * ******************** t***************************************^,^,^,^,^,^,^,^,^,^^.^^^ FILE NAME: 2699R.DAT TIME/DATE OF STUDY: 09:19 09/13/2004 ********************************************************** ***^,i,i,^,^,^,^,^,^.^.^.^.^^.^.^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 345.00- 1.42 Dc 357.01 1.21* 372 77 } FRICTION 347.10- 1.42*Dc 357.01 1.42*Dc 357 01 } JUNCTION 347-00- 2.37* 358.06 1.04 280.60 } FRICTION 34'^-50- 2.05* 322.49 1.34 Dc 256.04 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE'MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM *********************************************************^^^^^^^^^.,^^-^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 345.00 FLOWLINE ELEVATION = 275.00 PIPE FLOW = 15.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 276.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.20 FT.) IS LESS THAN CRITICAL DEPTH( 1.42 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 345.00 : HGL = < 276.213>;EGL- < 277.888>;FLOWLINE- < 275.000> 0 *******************************************************^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 345.00 TO NODE 347 10 IS CODE = 1 ^UPSTREAM NODE 347.10 ELEVATION = 275.25 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.25 FEET MANNING'S N = 0.01300 -?^^_°!!™*^'^' " CRITICAL DEPTH(FTr= i'42 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.42 ============== Page 1 i 2699R.RES GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0 000 1 423 9 174 2 730 357 01 0 047 1 400 9 259 2 732 357 21 0 184 1 378 9 355 2 738 357 78 0 411 1 355 9 463 2 746 358 71 0 731 1 333 9 581 2 759 359 99 1 147 1 310 9 709 2 775 361 63 1 666 1 287 9 848 2 794 363 62 2 298 1 .265 9 997 2 818 365 97 3 052 1 .242 10 158 2 845 368 69 3 .943 1 .220 10 329 2 .877 371 79 4 .250 1 .213 10 382 2 .888 372 77 NODE 347.10 : HGL = < 276.673>;EGL- < 277.980>;FLOWLINE- < 275.250> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 347.00 347.10 TO NODE 347.00 IS CODE = 5 ELEVATION = 275.58 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 12 80 18.00 0.00 275.58 1 34 7 243 DOWNSTREAM 15 90 18.00 -275.25 1 42 9 176 LATERAL #1 0 00 0.00 0.00 0.00 0 00 0 000 LATERAL #2 0 00 0.00 0.00 0.00 0 00 0 000 Q5 3 10 = ==Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01734 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.069 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.520)+( 0.262) = 0.782 01485 01984 0.262 FEET NODE 347.00 HGL < 277.948>;EGL= < 278.762>;FLOWLINE= < 275.580> ****************************************************************************** FLOW PROCESS FROM NODE 347.00 TO NODE 347.50 IS CODE = 1 UPSTREAM NODE 347.50 ELEVATION = 276.10 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 12.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.30 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 12.80)/( 105.045))**2 = 0.01485 HF=L*SF = ( 13.30)*(0.01485) = 0.197 NODE 347.50 : HGL = < 278.145>;EGL= < 278.960>;FLOWLINE= < 276.100> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 347.50 FLOWLINE ELEVATION = 276.10 ASSUMED UPSTREAM CONTROL HGL = 277.44 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Station 32+58 El Fuerte Hydraulics • 0 3258L.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 32+58 LT EL FUERTE * * * * * ************************************************************ H***********^,^, FILE NAME: 3258L.DAT TIME/DATE OF STUDY: 09:15 09/13/2004 0 **************************************************************^^j^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 330.00- 1.20 114.20 0.74* 126 32 } FRICTION 348.00- 1.02*Dc 110.01 1.02*Dc 110.01 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ***************************************************************^,^,^,^,^,.l,^^^^^^^^.^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 330.00 FLOWLINE ELEVATION = 323.70 PIPE FLOW = 7.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 324.900 FEET NODE 330.00 : HGL = < 324.440>;EGL= < 325.448>;FLOWLINE- < 323.700> *************************************************************^,i,^,^,^,^^,.^.i,^.^^.^.^.^.^^ FLOW PROCESS FROM NODE 330.00 TO NODE 348.00 IS CODE = 1 UPSTREAM NODE 348.00 ELEVATION = 324.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.00 CFS PIPE PIPE LENGTH = 54.25 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.72 CRITICAL DEPTH(FT) = 1.02 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1 1 1 II 1 1 1 1 1 1 1 1 1 1 i-> II 1 • il 1 O II 1 NJ II 1 II 1 II II II II II II II II II II II II GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.024 5.443 1.485 110 01 0-021 1.012 5.516 1.485 0.088 1.000 5.591 1.486 110.04 110.10 Page 1 0 3258L.RES 0.204 0.376 0 .607 0.906 1.280 1.737 2 .290 2.950 3 .734 4 .661 5.754 7.044 8.569 10.380 12.548 15 .168 18.383 22.414 27.632 34.729 45.266 54 .250 0.988 5 . 669 1.487 110.22 0.976 5 . 750 1.489 110.39 0.964 5 . 833 1.492 110.60 0.952 5 . 919 1.496 110.87 0.939 6 . 008 1.500 111.19 0.927 6. 100 1.506 111.57 0.915 6 196 1.512 112.01 0.903 6 295 1.519 112.50 0.891 6 397 1.527 113.06 0.879 6 503 1.536 113 .68 0.867 6 613 1.546 114 .37 0.855 6 728 1.558 115.13 0.843 6 .846 1.571 115.96 0.831 6 .969 1.585 116.86 0.818 7 .097 1.601 117.84 0.806 7 .230 1.618 118.90 0.794 7 .367 1.638 120.05 0 .782 7 .511 1.659 121.29 0.770 7 .660 1.682 122.61 0.758 7 .815 1.707 124 .04 0 .746 7 . 977 1.735 125.56 0.740 8 .056 1.748 126.32 NODE 348.00 : HGL = < 325.824>;EGL= < 326.285>;FLOWLINE- < 324.800> 0 k***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 348.00 FLOWLINE ELEVATION = 324.80 ASSUMED UPSTREAM CONTROL HGL = 325.82 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 3258R.RES *****************************************************,,,,,,,,,,,^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 32+58 RT EL FUERTE * * * * ***************************************************,,,,,,,,^,^^^^^^^^^^^^^* FILE NAME: 3258R.DAT TIME/DATE OF STUDY: 09:36 09/20/2004 ****************************************************,^^^,,,,,,,^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used ) NODE MODEL PRE^f '"?RESSURE+ 33^,, NUMBER PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH(FT) MOMES^JOI^NDS ) } FRICTION ^•"* ^^646.30 3.30*Dc 4308.67 3 30*Dc -nns ] JUNCTION 4308.67 343.00- 4 11* c-7 ^ } FRICTION "-'^ "278.58 3.74* 4270.88 3.27 Dc 4079.91 ^^MAXIMUM NUMBER OF ENERGY BALANCES USED IN'EACH'PROFILET'25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONrBASEo'oN'T^^ **^?^f!^y^ifr!*!?r^*™j«L™^ "^'^ '°MPSTE°R P^^GS' DOWNSTREAM PIPE ^c™ ;;;! **************************************** = FLOWLINE ELEVATION = 321 70 ^s'LTSo«.PE^'.2S..^„-„3L. *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2 83 FT ) IS LESS THAN CRITICAL DEPTH( 3 30 FT ) S^n^,^^^ ASSUMED AS DOWNSTREAM * CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 330.00 : HGL - < ' "32^ :3'46;;EGL:'r'328 :524;;;LOWLiNE:'; ''32^ UPSTREAM NODE 343 10 FT PvaTTriM .,00 .0 7 ELEVATION = 322.42 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD)• Pl'pE LENGTH ^ 128.00 CFS PIPE DIAMETER = 42.00 INCHES -- . .™™.:.... ^-^^ ^^^'^ MANNING'S N = 0.01300 = CRiTICAZ'DEPTH(;T)': 3:30 UPSTREAM CONTROL ASSUMED FLOWDEPTHiFTr= =============================== Page 1 3258R.RES GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM(POUNDS) 0 000 3 .298 13 614 6 .178 4308 67 0 055 3 .220 13 819 6 .187 4313 67 0 220 3.141 14 059 6 .212 4328 27 0 495 3 .063 14 333 6 .255 4352 24 0 .887 2.984 14 642 6 .315 4385 63 1 .406 2.906 14 986 6 .395 4428 70 2 .066 2 .827 15 367 6 .496 4481 84 2 .883 2.749 15 786 6 .621 4545 63 3 . 879 2 .670 16 247 6 .772 4620 73 4 .250 2.646 16 .398 6 .824 4646 30 NODE 343.10 : HGL = < 325.718>;EGL= < 328.598>;FLOWLINE- < 322.420> ****************************************************************************** FLOW PROCESS FROM NODE 343.10 TO NODE 343.00 IS CODE = 5 UPSTREAM NODE 343.00 ELEVATION = 322.75 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 123.60 42.00 0.00 322.75 3 .27 12.847 DOWNSTREAM 128.00 42.00 -322.42 3 .30 13 .619 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 4.40—=Q5 EQUALS BASIN INPUT—- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01454 lJUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.058 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.248)+( 0.576) = 0.824 .01509 ,01399 0.576 FEET NODE 343.00 : HGL = < 326.860>;EGL- < 329.422>;FLOWLINE- < 322.750> ****************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 339.00 IS CODE - 1 UPSTREAM NODE 339.00 ELEVATION = 323.21 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 123.60 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 5.89 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 123.60)/( 1006.249))**2 = 0.01509 HF=L*SF = ( 5.89)*(0.01509) = 0.089 NODE 339.00 : HGL = < 326.948>;EGL= < 329.511>;FL0WLINE- < 323.210> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 339.00 FLOWLINE ELEVATION = 323.21 ASSUMED UPSTREAM CONTROL HGL = 326.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 0 Station 34+99 El Fuerte Hydraulics P330.RES ve? 8 0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * 30" RCP IN EL FUERTE * * P330.RES * *************************************************************************** FILE NAME: P330.DAT TIME/DATE OF STUDY: 09:11 09/13/2004 NODAL POINT STATUS TABLE Sl. PSSS = „0„=»S, OKPTJ.PT, „C„K»™.P0«S, 318 00- 7.45* 41/J.J' #\ FRICTION } HYDRAULIC JUMP 329.00^ 2.46iDc 2652.70 2.46*Dc 2652.70_ "MAXOT'NUMBER'OF'ENERGY'BAZANCES USED IN EACH PROFILE = 25 ASSUMED DOWNSTREAM CONTROL HGL = 360.950 FEET ''NODE'''3i8:00'rHGL':'<"360:950'>;EGL:'r'364:662>;FLOWLINE- < 353.500> ****************************************************************************** ''^^^ZV'^^^^^^^^ DIAMETER = 30.00 INCHES Pipl LESSTH = 309.83 FEET MANNING.S_N__0.01300 "HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS "NORMAL'DEPTH'(;T)"= ^:!L^^-^---=™—=-!—-^ ""UPSTREAM'CONTROL ASSUMED FLOw°^P™^^'^!^_=___^^^:^f^^_^^^^^=================== "^GRMUALLrVARIEo'FLOw'pROFILE COMPUTED INFORMATION: 0.000 2.457 15.517 b.iao Page 1 _ P330.RES ^ ?!- -3 ^^24? 1 • 6!386 2708.35 3-022 2.247 16.320 ^^^^ ^730.51 4.271 2.205 6 553 2756.10 5.752 2.164 16.807 6.55J 2785.17 7.483 2.122 17.085 6-657 l°03°8 i 7 6!riO 2854.12 11.811 2.038 tl-'ll 7 062 2894.24 ^fs! 18*2o 7!232 2938.35 ^•^-^^ i-oit ^8*^30 7.422 2986.66 55*224 : 1 ''^-'^ ^-"^ fo9l*8! 25-224 7870 3096.81 30-005 1-829 19.719 ^^^^^ 3^^322 35.607 1-787 20.210 3225.97 42-232 1-745 20.737 ^^^^^ ^^^^44 i*fi6? 2^*904 9.116 3380.07 59-826 1-661 21.904 ^^^^ 3^^^ 33 71.868 1-620 22.551 ^^^^ 3^3^ ,9 I'R16 23*990 10.478 3661.06 108.441 1-536 ".ayu 3770.83 "^•"^ ^-1^2 25* 11 678 3889.92 llllll Ull ___2l!6l3 11.700 3893.98___ "HYDRAULic'roMPrUPSTREAM RUN ^ALYSIS_RESULTS^^^^^^^^^^^^^^^^^^^^^^____ ^^DOraSTREAM^ONTROrMsi^^^ ^^^^^"^!_"!^!!!i=- ====!-==—— ======== === = "^PRESSTOrFLOrPROFILE'cOMPUTED INFORMATION: f ' 'DISTANCE' FROM PRESS^E' ' "vELOCITY SPECIFIC^ „OMINS^O;;NDS ) CONTROL(FT) HEAD(FT) '•'^'^^l' 152 4173.37 0.000 7.450 15.462 11-162 85.723 2.500 ^li^H ^ ^==—====——= —======= = ""ASSUMED"DOWNSTREAM PRESSURE ^^^^'^'^^_=_^^^^^:^°^^^=^===============—====== ^l^U^L7v^IErFL0rPR0F^LE'COMP™ INFORMATION: ''DisT;NCE'F:R0M'''"'FL0w'DEp''v^^^^^^^^ MOMESSoiUs) CONTROL(FT)^ Hio ^^45 6-212 2657 15 Vll", i * S.lll 2656.29 S5* 2!:95 is!!!' 6.208 2655.92 ^-^^ il*!" 6*2 s!2l \s\\\ 6!205 2655.00 ^^•Itl V\ll istee 6.205 2654.74 85-857 2.488 g 204 2654.50 ^^•^1° 2*11! 1 4 !203 2654.27 85-882 2.484 15.470 2654.07 ^^•lll I A81 ISVJS 6.202 2653.88 M;9 ilin 6.201 2653.71 ''•^i' ^t?? il*480 6.201 2653.55 ''•'o^ ?1?6 ^5*583 6.200 2653.41 85.929 2.476 15.483 2653.28 85-936 2.474 ^C.QQ S 199 2653.17 85 942 2.472 15.488 S.iya o A-7n 15 491 6.199 2653.06 MfiS ^5*194 6.199 2652.98 85-952 2.469 15.494 2652.90 Page 2 6 198 2652.75 1- lll IVlVo 6!i98 2652.72 85.966 2-460 15-510 2652.70 85.967 2.458 15.514 2652.70 2- 457 ll'll] 1.198 2652.70 END OF HYDRAULIC ^3^^^^;^P3-^,^-0F'NODE'1^8:0^ 1 -^^^ToSRiroir'f 6°?rFEfT, UPS^RIL^SJSGATE DEPTH_=_1.451_FEET_| "NODE'"329;00'rHGL':':"38;:;5;;;EGL:-;"388.198>;FLOWLINE=< 382.000> ^^^_.._.*************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: ^ ELEVATION = 382.00 NODE NUMBER = 329.00 DOWNSTREAM RUN ANALYSIS ASSUMED UPSTREAM CONTROL HGL = 384.4b tuK ''^ENrorGRADUALLY VARIED FLOW ANALYSIS • f Page 3 Basin 4 Hydrology 0 9605P4.0UT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/09/04 CARLSBAD OAKS NORTH PROPOSED BASIN 4 G:\ACCTS\961005\9605P4.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 50.00(Ft.) Highest elevation = 396.00(Ft.) Lowest elevation = 3 95.00(Ft.) Elevation difference = 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.52 min. TC = [l.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*( 50.00*.5)/( 2.00*(l/3)]= 1.52 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 395.000(Ft.) End of street segment elevation = 372.400(Ft.) Length of street segment = 1430.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 1 # 9605P4.OUT Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance frora curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 .,,.,n^c\ Estimated mean flow rate at midpoint of street = 0.113 ctb) Depth of flow - 0.106(Ft.), Average velocity = 1.666(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 1.67(Ft/s) Travel time = 14.30 min. TC = 19.30 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [INDUSTRIAL area type J Rainfall intensity = 3.087 (In/Hr) for a 1°°; 0/^^^^^^°"!; . Runoff coefficient used for sub-area, Rational raethod,Q-KCIA, C = O.Sbo Subarea runoff = 3.607 (CFS) for 1.230 (Ac) Total runoff = 3.677(CFS) Total area = 1.24(Ac.) Street flow at end of street = 3.677(CFS) Half street flow at end of street = 3.677(CFS) Depth of flow = 0.314(Ft.), Average velocity = 2.903(Ft/s) Flow width (from curb towards crown)- 10.933(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type 1 Time of concentration = 19.30 min. Rainfall intensity = 3.087(In/Hr) for a 100.0 year storra Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 12.698(CFS) for 4.330(Ac.) Total runoff = 16.375(CFS) Total area = 5.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 369.20(Ft.) Downstreara point/station elevation = 368.40(Ft.) Pipe length = 82.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 16.3 75 (CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.192(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.992(Ft.) Minor friction loss = 2.000(Ft.) K-factor = 1.50 Pipe flow velocity = 9.27(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 19.45 min. Page 2 0 9605P4.0UT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 19.45 min. Rainfall intensity - 3.072(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 22.207(CFS) for 7.610(Ac.) Total runoff - 38.583(CFS) Total area = 13.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 368.40(Ft.) Downstream point/station elevation = 366.50(Ft.) Pipe length = 372.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.583(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.583(CFS) Normal flow depth in pipe = 24.56(In.) Flow top width inside pipe = 33.52(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 7.51(Ft/s) Travel time through pipe - 0.83 min. Time of concentration (TC) = 20.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 405.000 to Point/Station 406.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 366.50(Ft.) Downstream point/station elevation = 365.70(Ft.) Pipe length = 165.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.583(CFS) Given pipe size - 36.00(In.) Calculated individual pipe flow = 38.583(CFS) Norraal flow depth in pipe - 25.05(In.) Flow top width inside pipe = 33.12(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 7.35(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 20.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 365 .70(Ft.) Downstream point/station elevation = 364.80 (Ft.) Pipe length = 175.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.583(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.583(CFS) Normal flow depth in pipe = 24.52(In.) Flow top width inside pipe = 33.56(In.) Page 3 9605P4.OUT Critical Depth = 24.27(In.) Pipe flow velocity = 7.53 (Ft/s) Travel tirae through pipe = 0.39 min. Time of concentration (TC) = 21.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 407.000 to Point/Station 407.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 21.04 min. Rainfall intensity = 2.920(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational raethod,Q-KCIA, C = 0.950 Subarea runoff = 18.809(CFS) for 6.780(Ac.) Total runoff = 57.392(CFS) Total area = 19.96(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 364.80(Ft.) Downstream point/station elevation = 291.70(Ft.) Pipe length = 320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 57.392(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow - 57.392(CFS) Normal flow depth in pipe - 10.34(In.) Flow top width inside pipe - 32.58(In.) Critical Depth - 29.45(In.) Pipe flow velocity - 34.18(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 21.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 409.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 291.70(Ft.) Downstream point/station elevation = 258.63(Ft.) Pipe length = 141.41(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.3 92(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 57.392(CFS) Normal flow depth in pipe = 10.28(In.) Flow top width inside pipe = 32.52(In.) Critical Depth = 29.45(In.) Pipe flow velocity = 34.46(Ft/s) Travel time through pipe = 0.07 min. Tirae of concentration (TC) = 21.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 409.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nuraber: 1 Stream flow area = 19.960(Ac.) Page 4 (0 0 9605P4.OUT Runoff from this stream - 57.392(CFS) Time of concentration = 21.26 min. Rainfall intensity = 2.900(In/Hr) Prograra is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change)]*.385 *60(min/hr) + 10 min. Initial subarea flow distance - 280.00(Ft.) Highest elevation = 370.00(Ft.) Lowest elevation = 308.00(Ft.) Elevation difference = 62.00(Ft.) TC=[(11.9*0.0530*3)/( 62.00)]*.385= 1.07 + 10 min. = 11.07 min. Rainfall intensity (I) = 4.419 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 0.199(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 416.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 308.00(Ft.) Downstream point elevation = 274.00(Ft.) Channel length thru subarea = 860.00(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated raean flow rate at midpoint of channel = 5.428(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 5.428(CFS) Depth of flow = 0.389(Ft.), Average velocity = 7.863(Ft/s) Channel flow top width = 2.554(Ft.) Flow Velocity = 7.86(Ft/s) Travel time = 1.82 min. Time of concentration = 12.89 min. Critical depth = 0.648(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction aoil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 4.005(In/Hr) for a 100.0 year atorm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff = 9.479(CFS) for 5.260(Ac.) Total runoff = 9.678(CFS) Total area = 5.36(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** SUBAREA FLOW ADDITION **** Page 5 0 0 9605P4.OUT Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type J Timo of concentration - 12.89 rain. Tirae or cepncentiauj. nn>;(Tn/Hr) for a 100.0 year storm Rainfall intensity = 4.005 (In/Hr) ror a „/n-KrTA C = 0 450 Runoff coefficient used for sub-area, Rational method,Q-KCIA, C - o.4bu subarea runoff = 2.307(CFS) for 1.280(Ac.) Total runoff = 11.985(CFS) Total area - 6.64(Ac.) ^+.,++++++++++++++++++++++++++++++++++++++++^+^+++^!++!*^++^***:r;^;::^ ^ro^eas from Point/Station 416.000 to Point/Station 417.000 PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation - 266.00 (Ft:.) Downstream point/station elevation = 258.40(Ft.) Pipe length = 26.00 (Ft.) "^^^^^9' ^ ^ = °„°85 (CFS) No. of pipes = 1 Required pipe flow = 11.985(CFS) Given pipe aize - 18.00(In.) ^oc.(rFS) Calculated individual pipe flow = 11.985(CFb) Normal flow depth in pipe = 5.61(In.) Flow top width inaide pipe = 16.68(In.) Critical Depth - 15.76(In.) Pipe flow velocity = 25.48(Ft/s) Travel time through pipe = 0.02 rain. Time of concentration (TC) = 12.91 min. ++++++++++++++++++++++++++++++++++++++++++-^++++++++-^:++^*++^*+^r!*;;;!* process from Point/Station 416.000 to Pomt/Station 417.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.640(Ac.) Runoff frora this stream = 11.985(CFS) Time of concentration = 12.91 rain. Rainfall intensity = 4.001(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++^+++++++++++++*++;;*;;^!^ Process frora Point/Station 410.000 to Point/Station 411.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type J Initial subarea flow distance = 30.00(Ft.) Highest elevation = 287.40(Ft.) Lowest elevation = 286.80(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = ^ 1.17 mm. TC = [1.8*(l.l-C)*distance*.5)/(% slope (1/3)] TC = [1.8*(l.l-0.9500)*( 30.00".5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) la C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) Page 6 0 9605P4.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 424.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 286.800(Ft.) End of street segment elevation = 272.700(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 32.000(Ft.) Diatance frora crown to crossfall grade break = 30.500(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow ia on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street = 0.100(CFS) Depth of flow = 0.091(Ft.), Average velocity = 2.009(Ft/s) Streetflow hydraulica at midpoint of atreet travel: Halfatreet flow width - 1.500(Ft.) Flow velocity = 2.01(Ft/a) Travel time = 4.15 min. TC = 9.15 min. Adding area flow to street User specified 'C value of 0.760 given for subarea Rainfall intenaity = 4.996(In/Hr) for a 100.0 year atorm Runoff coefficient uaed for aub-area. Rational method,Q-KCIA, C = 0.760 Subarea runoff = 3.266(CFS) for 0.860(Ac.) Total runoff - 3.336(CFS) Total area - 0.87(Ac.) Street flow at end of atreet = 3.336(CFS) Half atreet flow at end of street = 3.336(CFS) Depth of flow = 0.282(Ft.), Average velocity = 3.536(Ft/a) Flow width (from curb towarda crown)= 9.339(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceas from Point/Station 424.000 to Point/Station 424.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction aoil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (RURAL (greater than 1/2 acre) area type ] Time of concentration = 9.15 min. Rainfall intensity = 4.996(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff = 4.114(CFS) for 1.830(Ac.) Total runoff = 7.450(CFS) Total area = 2.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 417.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 306.000(Ft.) End of street segment elevation = 266.000(Ft.) Length of atreet aegment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crosafall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Page 7 0 9605P4.OUT Slope from grade break to crown (v/hz) = 0.020 Street flow ia on [1] aide(a) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 ..n(rv^\ Estiraated raean flow rate at midpoint of street = 8^140(CFS) Depth of flow - 0.296(Ft.), Average velocity = 7.534(Ft/s) Streetflow hydraulics at midpoint of atreet travel: Halfstreet flow width = 10.046(Ft.) Flow velocity = 7.53(Ft/s) Travel time = 0.75 min. TC = 9.90 mm. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type ' R™1 intensity"^ 4.748 (In/Hr) for a -^^/-^^^f ^ _ Q Runoff coefficient uaed for sub-area. Rational method,Q-KCIA, C - 0.950 subarea runoff = 2.255(CFS) for 0.500(Ac.) Total runoff = 9.706(CFS) Total area = 3.20(Ac.) Street flow at end of street = 9.706(CFS) Half atreet flow at end of atreet - 9.706 (CFS) „ . . Depth of flow = 0.311(Ft.), Average velocity - 7.858(Ft/a) Flow width (from curb towarda crown)- 10.788(Ft.) +^.^+.,++++++++++++++++++++++++++++++++++++++++++++++++t+++++++-^^;!+;;;* Proceaa from Point/Station 424.000 to Point/Station 417.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal atream nun±>er 2 Stream flow area - 3.200 (Ac) Runoff frora thia atream = 9.706(CFS) Tirae of concentration = 9.90 rain. Rainfall intensity = 4.748(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++I++++++++++++++++ Process from Point/Station 410.000 to Point/Station 413.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction aoil group C - 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type 5 Initial aubarea flow diatance = 30.00(Ft.) Highest elevation = 287.40(Ft.) Lowest elevation = 286.80(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.17 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) Page 8 0 9605P4.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 418.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 286.800(Ft.) End of street segraent elevation = 266.000(Ft.) Length of street segment = 880.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow ia on [1] side(s) of the street Distance frora curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike frora flowline = 1.500(In.) Manning'a N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.100(CFS) Depth of flow = 0.094(Ft.), Average velocity = 1.877(Ft/s) Streetflow hydraulica at midpoint of atreet travel: Halfatreet flow width = 1.500(Ft.) Flow velocity = 1.88(Ft/s) Travel time = 7.82 min. TC = 12.82 min. Adding area flow to street Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity = 4.020(In/Hr) for a 100.0 year atorm Runoff coefficient uaed for aub-area. Rational method,Q-KCIA, C = 0.950 Subarea runoff = 3.208(CFS) for 0.840(Ac.) Total runoff = 3.278(CFS) Total area = 0.85(Ac.) Street flow at end of street = 3.278(CFS) Half street flow at end of street = 3.278(CFS) Depth of flow = 0.287(Ft.), Average velocity = 3.292(Ft/s) Flow width (from curb towards crown)- 9.615(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 417.000 **** PIPEFLOW TRAVEL TIME (User specified aize) **** Upstream point/station elevation = 358.72(Ft.) Downstream point/station elevation = 358.40(Ft.) Pipe length = 64.49(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.278(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.278(CFS) Normal flow depth in pipe - 8.39(In.) Flow top width inaide pipe = 17.96(In.) Critical Depth = 8.28(In.) Pipe flow velocity = 4.06(Ft/a) Travel time through pipe = 0.26 min. Time of concentration (TC) = 13.08 min. +++++++++++++.H.+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 418.000 to Point/Station 417.000 **** CONFLUENCE OF MINOR STREAMS **** Page 9 (0 9605P4.OUT Along Main Stream number: 2 in normal atream number 3 Stream flow area = 0.850(Ac.) Runoff from thia stream - 3.278(CFS) Time of concentration = 13.08 min. Rainfall intenaity - 3.968(In/Hr) Summary of atream data: Streara Flow rate TC Rainfall Intenaity No. (CFS) (min) (In/Hr) 1 11 985 12 91 4 . 001 2 9 706 9 90 4. 748 3 3 278 13 08 3 968 Qmax(1) -985) 1.000 * 1.000 * 11 985) + 0.843 * 1.000 * 9 706) + 1.000 * 0.987 * 3 278) + 23 Qmax(2) = 985) 1.000 * 0.767 * 11 985) + 1.000 * 1.000 * 9 706) + 1.000 * 0.757 * 3 278) + 21 Qmax(3) = 985) 0.992 * 1.000 * 11 985) + 0.836 * 1.000 * 9 706) + 1.000 * 1.000 * 3 .278) + 23 0 Total of 3 streams to confluence: Flow rates before confluence point: 11.985 9.706 3.278 Maximum flow rates at confluence using above data: 23.399 21.379 23.272 Area of atreams before confluence: 6.640 3.200 0.850 Results of confluence: Total flow rate = 23.399(CFS) Time of concentration = 12.909 rain. Effective stream area after confluence = 10.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 417.000 to Point/Station 409.000 **** PIPEFLOW TRAVEL TIME (Uaer apecified aize) **** Upstream point/station elevation = 258.07(Ft.) Downstream point/station elevation = 257.84(Ft.) Pipe length = 11.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.399(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 23.399(CFS) Normal flow depth in pipe = 15.28(In.) Flow top width inaide pipe = 23.09(In.) Critical Depth = 20.61(In.) Pipe flow velocity = 11.08(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 409.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.690(Ac.) Page 10 0 Runoff frora this stream Time of concentration = Rainfall intensity = Summary of stream data: 9605P4.OUT 23.399(CFS) 12.93 min. 3.998(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intenaity (In/Hr) 1 2 Qmax(1) Qmax(2) 57.392 23.399 21.26 12.93 1.000 * 0.725 * 1.000 * 1.000 * 1.000 * 1.000 * 0.608 * 1.000 * 2.900 3.998 57.392) + 23.399) + 57.392) + 23.399) + 74.367 58.293 Total of 2 main streams to confluence: Flow rates before confluence point: 57.392 23.399 Maximum flow ratea at confluence using above data: 74.367 58.293 Area of atreams before confluence: 19.960 10.690 Results of confluence: Total flow rate = 74.367(CFS) Time of concentration = 21.261 min. Effective stream area after confluence -30.650 (Ac) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 415.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 256.90(Ft.) Downatream point/atation elevation = 232.70(Ft.) Pipe length = 200.00(Ft.) Manning'a N = 0.013 No. of pipes = 1 Recjuired pipe flow = 74.367 (CFS) Given pipe aize = 36.00(In.) Calculated individual pipe flow = 74.367(CFS) Normal flow depth in pipe = 14.02(In.) Flow top width inaide pipe = 35.11(In.) Critical Depth = 32.54(In.) Pipe flow velocity = 29.22(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 21.38 min. End of computations, total study area = 30.65 (Ac.) Page 11 0 0 965P4A.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/10/04 CARLSBAD OAKS NORTH PROPOSED BASIN 4 CURB OUTLET ® 21+10 EL FUERTE G:\ACCTS\961005\965P4A.OUT ********* Hydrology Study Control Inforraation ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) - 2.800 P6/P24 - 57.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa frora Point/Station 421.000 to Point/Station 422.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Tirae of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change)]*.385 *60(min/hr) + 5 min. (City of Oceanside) Initial subarea flow diatance = 250.00(Ft.) Highest elevation = 385.00(Ft.) Lowest elevation = 306.00(Ft.) Elevation difference = 79.00(Ft.) TC=[(11.9*0.0473*3)/( 79.00)]*.385= 0.85 + 5 min. = 5.85 min. Rainfall intensity (I) = 6.664 for a 100.0 year atorm Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff = 0.030(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 423.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 306.00(Ft.) Downstream point elevation = 292.00(Ft.) Channel length thru aubarea = 240.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.829(CFS) Page 1 0 0 965P4A.OUT Manning's 'N' = 0.015 Maximum depth of channel - 1.000(Ft.) Flow(q) thru subarea = 1.829(CFS) Depth of flow = 0.138(Ft.), Average velocity - 5.822(Ft/s) Channel flow top width - 2.552(Ft.) Flow Velocity = 5.82(Ft/a) Travel time = 0.69 min. Time of concentration = 6.54 min. Critical depth = 0.270(Ft.) Adding area flow to channel Decimal fraction aoil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 6.203(In/Hr) for a 100.0 year storra Runoff coefficient used for aub-area. Rational method,Q-KCIA, C - 0.450 Subarea runoff = 3.350(CFS) for 1.200(Ac.) Total runoff = 3.380(CFS) Total area - 1.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 423.000 to Point/Station 423.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.000 Deciraal fraction aoil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 6.54 min. Rainfall intensity = 6.203(In/Hr) for a 100.0 year storm Runoff coefficient uaed for aub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff - 1.731(CFS) for 0.620(Ac.) Total runoff = 5.Ill(CFS) Total area = 1.83(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 242.000 **** PIPEFLOW TRAVEL TIME (Uaer apecified size) **** Upstream point/atation elevation = 274.90(Ft.) Downstream point/atation elevation = 272.97(Ft.) Pipe length = 20.26(Ft.) Manning'a N = 0.013 No. of pipea = 1 Required pipe flow = 5.Ill(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.Ill(CFS) NorTTial flow depth in pipe = 4. 83 (In.) Flow top width inaide pipe = 15.96(In.) Critical Depth = 10.45(In.) Pipe flow velocity = 13.39(Ft/a) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.57 min. End of computations, total study area = 1.83 (Ac.) Page 2 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 |< ( 3.00') ***** * * * *' * * * * 'Watersurface ( 0.27') ***** * * ^* * * * * * * * * * * * * * * * * * ************* ************* Rectangular Open Channel Flowrate 5.100 CFS Velocity 6.256 fps Depth of Flow 0.272 feet Critical Depth 0.448 feet Total Depth 0.272 feet Base Width 3.000 feet Slope of Channel 2.83 0 % X-Sectional Area 0.815 sq. ft. Wetted Perimeter 3.543 feet AR"(2/3) 0.306 Mannings 'n' 0.015 0 Basin 4 Hydraulics 0 9605P4.RES ******************************************************^^^^^^^^^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PROPOSED BASIN 4 * * 9605P4,RES ^ ********************************************************^,^^^^^^^^^^^^^^^^^ FILE NAME: 9605P4,DAT TIME/DATE OF STUDY: 11:03 03/15/2004 *******************************************************^,^,^^^^^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 415,10- 8.70* 4717.89 1.18 4293 44 } FRICTION } HYDRAULIC JUMP 409,10- 2,72 Dc 2158,68 1.30* 3812 22 } JUNCTION 409.00- 3.26 1678.29 0.87* 3767 91 } FRICTION -"cj'.5x _ _ 2.45*Dc 1464.54 2.45*Dc 1464.54 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM **********************************************************^^^^^^^^^^^l^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 415.10 FLOWLINE ELEVATION - 232.70 PIPE FLOW = 75.00 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 241.4 00 FEET NODE 415.10 : HGL = < 241.400>;EGL- < 243.148>;FLOWLINE- < 232.700> ********************************************************^^^^^^,^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 415.10 TO NODE 409.10 IS CODE - 1 ^^UPSTREAM^NODE^ 409.10 ELEVATION - 256.90 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 75.00 CFS PIPE DIAMETER - 36.00 INCHES PIPE LENGTH - 200.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 1.17 CRITICAL DEPTH (FT) - ""2:72" UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: Page 1 9605P4.RES DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0.000 1 .300 25.533 2,694 1 .295 25.665 5.522 1 ,290 25.798 8,494 1 ,285 25.933 11,626 1 ,280 26.069 14,933 1 ,275 26.206 18,432 1 ,270 26.345 22,145 1 .265 26.485 26.097 1 .259 26.627 30.316 1 .254 26.770 34,837 1 .249 26.914 39,702 1 .244 27.060 44,962 1 239 27.208 50,682 1 234 27.357 56,940 1 229 27.507 63,841 1 224 27.659 71,520 1 219 27.813 80,161 1 214 27.968 90,022 1 209 28.125 101,482 1 204 28.284 115.125 1 199 28.444 131,933 1 193 28.606 153.747 1. 188 28.770 184.702 1. 183 28.935 200.000 1. 182 28.983 SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUN 11 .430 3812 .22 11 .530 3830 ,48 11 .631 3848 ,95 11 ,734 3867 ,60 11 .839 3886 .46 11 .946 3905 .52 12 .054 3924 .79 12 164 3944 26 12 275 3963 95 12 389 3983 85 12 504 4003 97 12 622 4024 31 12 741 4044 87 12 862 4065 66 12 985 4086 68 13 111 4107 93 13. 238 4129. 41 13. 368 4151. 14 13. 499 4173. 11 13. 633 4195. 33 13. 770 4217, 79 13. 908 4240. 51 14. 049 4263. 49 14. 192 4286. 73 14. 234 4293. 44 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) 8.70 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 52.604 PRESSURE VELOCITY HEAD(FT) (FT/SEC) 8.700 10.610 3.000 10.610 SPECIFIC ENERGY(FT) 10.448 4.748 PRESSURE+ MOMENTUM(POUNDS) 4717.89 2203.74 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) -3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0 DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) ( FT) (FT/SEC) 52 .604 3 .000 10.607 52 .696 2 ,989 10.611 52 .776 2 .978 10.619 52 .849 2 .966 10.628 52 . 917 2 .955 10.640 52 .980 2 .944 10.653 53 .039 2 .933 10.668 53 .093 2 . 921 10.683 53 .144 2 .910 10.700 53 .192 2 .899 10.719 53 .236 2 .888 10.738 53 277 2 .876 10,758 53 315 2 .865 10,779 53 349 2 .854 10.801 53 381 2 .843 10.824 53 410 2 831 10.848 53 436 2 820 10.873 53 459 2 809 10.899 53 480 2 798 10.925 SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUN 4 ,748 2203 .74 4 ,738 2199 .38 4 ,729 2195 .53 4 .721 2191 ,99 4 .714 2188 .73 4 707 2185 70 4 701 2182 87 4 695 2180 25 4 689 2177 80 4 684 2175 52 4 679 2173 41 4 675 2171 45 4 670 2169 65 4 667 2167. 99 4. 663 2166. 48 4. 660 2165. 10 4. 657 2163. 87 4. 654 2162. 77 4. 652 2161. 80 Page 2 53.497 53.512 53, 53, 53, 53, 53, 524 534 541 545 546 200.000 9605P4.RES 2.786 10.953 4.650 2.775 10.981 4,649 2.764 11.010 4.647 2.753 11.040 4.646 2.741 11.070 4.646 2.730 11.101 4.645 2.719 11.133 4.645 2.719 11.133 4.645 2160.97 2160.27 2159.70 2159.25 2158.94 2158.75 2158.68 2158.68 gjgp QJ. HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 8.96 FEET UPSTREAM OF NODE 415 10 DOWNSTREAM DEPTH - 7.729 FEET, UPSTREAM CONJUGATE DEPTH = 1.183 FEET NODE 409.10 HGL < 258.200>;EGL- < 268.330>;FLOWLINE- < 256.900> **********************************************************^,^,^,^^,^,^,.l,^.^.^.l,.^.^.l^.^^^^^ FLOW PROCESS FROM NODE 409.10 TO NODE 409.00 IS CODE = 5 UPSTREAM NODE 409.00 ELEVATION - 258.06 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 57,40 75.00 17,60 0,00 DIAMETER (INCHES) 36.00 36.00 24.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 258.06 256.90 257.84 0.00 CRITICAL DEPTH(FT.) 2.45 0.00—=Q5 EQUALS BASIN INPUT==- 72 51 00 VELOCITY (FT/SEC) 33.528 25.541 6.909 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.21651 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.08332 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.14991 4.00 FEET 0.600 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 8.059)+( 0.000) - 8.059 JUNCTION LENGTH - FRICTION LOSSES - JUNCTION LOSSES - JUNCTION LOSSES - NODE 409.00 : HGL = < 258.934>;EGL- < 276.389>;FLOWLINE- < 258.060> ********************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 408.20 ******************************** 409.00 TO NODE 408.20 IS CODE = 1 ELEVATION - 291.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 57.40 CFS PIPE PIPE LENGTH = 114.41 FEET DIAMETER = 36.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.81 CRITICAL DEPTH(FT) = 2.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0.000 2.453 9.273 3.789 1464.54 0.014 2.388 9.512 3.794 1466.10 0.060 2.322 9.775 3.807 1470.91 0.140 2.256 10.063 3.829 1479.17 0.260 2.190 10.378 3.864 1491.14 0.425 2.124 10.722 3.911 1507.08 0.643 2.059 11.098 3. 972 1527.34 0.922 1.993 11.510 4.051 1552.28 1.273 1.927 11.961 4.150 1582.36 Page 3 9605P4.RES fi 1.708 1,861 12.455 4,272 1618.07 2.244 1,795 12.999 4,421 1660.02 2.901 1.729 13.598 4.602 1708.92 3.704 1.664 14.259 4.823 1765.57 4.688 1.598 14.992 5.090 1830.97 5.896 1.532 15.806 5.414 1906.29 7.385 1.466 16.715 5.807 1992.93 9.235 1.400 17.734 6.287 2092.60 11.555 1.335 18.881 6.874 2207.40 14.504 1.269 20.181 7.597 2339.92 18.318 1.203 21.662 8.494 2493.38 23,375 1.137 23.360 9.616 2671.87 30.313 1.071 25.323 11.035 2880.61 40.347 1.006 27,612 12.852 3126.38 56,229 0. 940 30,307 15.211 3418.14 86,833 0.874 33,517 18.329 3767.91 114,410 0.874 33.517 18.329 3767.91 NODE 408.20 : HGL = < 294.153>;EGL- < 295.489>;FLOWLINE- < 291.700> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 408.20 FLOWLINE ELEVATION - 291.70 ASSUMED UPSTREAM CONTROL HGL = 294.15 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 4 0 Station 17+90 El Fuerte Hydraulics t 0 1760R.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 17+90 RT EL FUERTE * ************************************************************************** FILE NAME: 17 60R.DAT TIME/DATE OF STUDY: 10:46 02/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 409.00- 1.74 Dc 541.01 1.52* 555.50 } FRICTION 417.10- 1.74*Dc 541.01 1.74*Dc 541.01 } JUNCTION 417.00- 3.07 512.08 0.63* 651.01 } FRICTION 416.00- 1.41*Dc 336.03 1.41*Dc 336.03 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 409.00 FLOWLINE ELEVATION = 257.84 PIPE FLOW = 24.30 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 258.930 FEET •NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.09 FT.) IS LESS THAN CRITICAL DEPTH( 1.74 FT.) —> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 409.00 : HGL = < 259.362>;EGL= < 260.756>;FLOWLINE- < 257.840> ****************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 417.10 IS CODE = 1 UPSTREAM NODE 417.10 ELEVATION = 258.07 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 24.30 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH -11.60 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.31 CRITICAL DEPTH(FT) = 1.74 0 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.74 Page 1 0 1760R.RES GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 000 1 743 8 360 2.829 541.01 0. 050 1 726 8 428 2.830 541.09 0. 206 1 708 8 500 2.831 541.35 0. 473 1 691 8 575 2.833 541.77 0 860 1 674 8 652 2.837 542.37 1 378 1 656 8 733 2.841 543.15 2 037 1 639 8 817 2.847 544.10 2 853 1 621 8 905 2.853 545.24 3 841 1 604 8 996 2.861 546.57 5 022 1 .586 9 090 2.870 548.09 6 419 1 .569 9 188 2.881 549.80 8 062 1 .552 9 289 2.892 551.72 9 986 1 .534 9 394 2.905 553.84 11 600 1 .522 9 472 2.916 555.50 NODE 417.10 HGL = < 259.i n3>;EGL- < 260.899>;FLOWLINE- < 258.070> ****************************************************************************** FLOW PROCESS FROM NODE 417.10 TO NODE 417.00 IS CODE = 5 UPSTREAM NODE 417.00 ELEVATION - 258.40 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 15.30 18.00 41.00 258.40 DOWNSTREAM 24.30 24.00 - 258.07 LATERAL #1 3.10 18.00 90.00 258.40 LATERAL #2 0.00 0.00 0.00 0.00 Q5 5.90===Q5 EQUALS BASIN INPUT=— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3 *V3 * COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.08190 4.00 FEET 0.328 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 5.135)+( 0.217) = 5.353 CRITICAL VELOCITY DEPTH(FT.) (FT/SEC) 1.41 1.74 0.67 0.00 21.560 8.362 2.414 0.000 JUNCTION LENGTH - FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES = 15331 01050 0.217 FEET NODE 417.00 : HGL - < 259.034>;EGL- < 266.252>;FLOWLINE- < 258.400> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 416.00 417.00 TO NODE 416.00 IS CODE = 1 ELEVATION - 266.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 15.30 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH = 26.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.53 CRITICAL DEPTH(FT) 1.41 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) Page 2 PRESSURE+ MOMENTUM(POUNDS) 1760R.RES i 0.000 1.412 8. 866 2. 633 336.03 0.015 1.377 9. 008 2. 637 336.45 0.058 1.341 9. 174 2. 649 337.69 0.130 1.306 9. 365 2. 669 339.73 0.234 1.271 9. 580 2. 697 342.57 0.371 1.236 9. 821 2. 734 346.25 0.546 1.201 10. 088 2. 782 350.79 0.764 1.165 10. 383 2. 840 356.26 1.031 1.130 10 709 2. 912 362.73 1.354 1.095 11 067 2 998 370.26 1.743 1.060 11 460 3 100 378.96 2.209 1.025 11 894 3 222 388.93 2.769 0.989 12 371 3 367 400.31 3.442 0.954 12 897 3 538 413.25 4.252 0.919 13 478 3 741 427.93 5.232 0.884 14 121 3 982 444.58 6.429 0.849 14 .835 4 .268 463.44 7.903 0.813 15 .631 4 .610 484.83 9.742 0.778 16 .521 5 .019 509.12 12.079 0.743 17 .519 5 .512 536.77 15.120 0.708 18 .646 6 .110 568.33 19.214 0.673 19 .924 6 .841 604.50 25.022 0.637 21 .383 7 .742 646.13 26.000 0.634 21 .553 7 .852 651.01 NODE 416.00 : HGL = < 267.412>;EGL= < 268.633>;FLOWLINE= < 266.000> ********************** ******************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 416.00 FLOWLINE ELEVATION - 266.00 ASSUMED UPSTREAM CONTROL HGL = 267.41 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 t 17 90L.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * STA 17+90 LT EL FUERTE * * * * * ************************************************************************** FILE NAME: 1790L.DAT TIME/DATE OF STUDY: 10:53 02/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 417.00- 1.20* 65.47 0.69 Dc 41.00 } FRICTION 418.00- 0.91* 46.54 0.69 Dc 41.00 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 417.00 FLOWLINE ELEVATION = 258.40 PIPE FLOW - 3.30 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 259.600 FEET NODE 417.00 : HGL = < 259.600>;EGL= < 259.674>;FLOWLINE- < 258.400> ****************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 418.00 IS CODE - 1 UPSTREAM NODE 418.00 ELEVATION - 258.72 (FLOW IS SUBCRITICAL) CALCULATE FRICTION PIPE FLOW PIPE LENGTH - LOSSES(LACFCD): 3.30 CFS PIPE DIAMETER - 18.00 INCHES 64.49 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) -0.70 CRITICAL DEPTH(FT) = 0.69 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.200 2.177 1.274 65.47 4.479 1.180 2.212 1.256 63.82 8.954 1.160 2.249 1.239 62.22 Page 1 1790L.RES 13.428 1 140 2 289 1 222 60.67 17.900 1 120 2 331 1 205 59.16 22.371 1 100 2 375 1 188 57.70 26.844 1 080 2 421 1 172 56.28 31.318 1 061 2 470 1 155 54.92 35.795 1 041 2 522 1 139 53.60 40.276 1 021 2 576 1 124 52.34 44.762 1 001 2 634 1 109 51.14 49.255 0 981 2 695 1 094 49. 99 53.756 0 961 2 759 1 079 48.89 58.267 0 941 2 827 1 065 47.86 62.791 0 921 2 899 1 052 46.89 64.490 0 914 2 927 1 047 46.54 418.00 HGL - < 259. 634>;EGL- < 259.767>;FLOWLINE- < 258.720 NODE ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 418.00 FLOWLINE ELEVATION = 258.72 ASSUMED UPSTREAM CONTROL HGL = 259.41 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • 0 Page 2 Basin 5 Hydrology 0 0 9605P5.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology prcsgrara baaed on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/27/04 CARLSBAD OAKS NORTH PROPOSED BASIN 5 G:\ACCTS\961005\9605P5.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study atorm event year ia 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficienta by modified rational method +++++++++++++++++++++++++++++++++++++++++++++++++^.^.++.^^.^.+^.^.^.^.^.^.^.^.^.^.^.^.^ Process from Point/Station 501.000 to Point/Station 502.000 **** INITIAL AREA EVALUATION **** Uaer specified 'C value of 0.840 given for subarea Initial subarea flow diatance = 850.00(Ft.) Higheat elevation = 269.00(Ft.) Loweat elevation = 259.00(Ft.) Elevation difference - 10.00(Ft.) Time of concentration calculated by the urban areaa overland flow method (App X-C) = 12.92 min. TC = [1.8*(l.l-C)*distance".5)/(% slope*(1/3)] TC = [1.8*(l.l-0.8400)*(850.00".5)/( 1.18"(l/3)]= 12.92 Rainfall intensity (I) - 3.998 for a 100.0 year atorm Effective runoff coefficient uaed for area (Q-KCIA) ia C = 0.840 Subarea runoff = 29.655(CFS) Total initial stream area = 8.830(Ac.) ++++++++++++++++++++++++.n.++++++++++++++++++++^.+.^.^^.^.^.^^.^.^.^.^.^.^.^.^.^^^.i.^^^ Process from Point/Station 502.000 to Point/Station 503 000 **** PIPEFLOW TRAVEL TIME (Uaer specified size) **** Upstream point/station elevation = 247.56(Ft.) " Downatream point/station elevation = 239.83(Ft.) Pipe length = 55.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 29.655 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 29.655(CFS) Normal flow depth in pipe = 9.82(In.) Flow top width inaide pipe = 23.60 (In.) Critical Depth = 22.28(In.) Pipe flow velocity = 24.52(Ft/a) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.96 min. Page 1 p 9605P5.OUT + +++++ +++ + + + +++ +++ +++++ +++ + + ++++++++++++++++ ++^. + ^. + .^^.^..^.^^.^.^.^.^.^.^.^.^.^.^^^^.1^ Proceas frora Point/Station 503.000 to Point/Station 503 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.890 given for subarea Tirae of concentration = 12.96 rain. Rainfall intensity = 3.991(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 0.846 CA = 8.441 Subarea runoff = 4.029(CFS) for 1.150(Ac.) Total runoff = 33.684(CFS) Total area = 9.980(Ac.) +++++++++++++++++++++++++++++++++++++++++++.^^.++.^.^.^.^.^.^.^.^.^..^.^.^.^.^.^^^.1^^^^^^ Process from Point/Station 503.000 to Point/Station 505 000 **** PIPEFLOW TRAVEL TIME (User apecified aize) **** Upstream point/station elevation = 239.50(Ft.) Downatream point/atation elevation = 237.50(Ft.) Pipe length = 78.95(Ft.) Manning's N - 0.013 \ No. of pipes = 1 Recjuired pipe flow = 33.684(CFS) Given pipe aize - 24.00(In.) Calculated individual pipe flow - 33.684(CFS) Normal flow depth in pipe = 18.42(In.) Flow top width inside pipe - 20.27(In.) Critical depth could not be calculated. Pipe flow velocity - 13.03(Ft/s) Travel tirae through pipe - 0.10 min. Time of concentration (TC) - 13.06 min. ++++++++++++++++++++++++++++++++++++++++++^.^.^..^.^.^.^.^.^.^.^.^.^.i..^^^.^^.i..i_^^_^^^_^^ Process from Point/Station 503.000 to Point/Station 505 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nuinber 1 Stream flow area = 9.980(Ac.) Runoff from this stream - 33.684(CFS) Time of concentration - 13.06 min. Rainfall intensity = 3.971(In/Hr) Process from Point/Station 504.000 to Point/Station 504 000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 ~ " Decimal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Rainfall intensity (I) = 4.718 for a 100.0 year storra User apecified values are as follows: TC = 10.00 min. Rain intensity = 4.72(In/Hr) Total area = 1.38(Ac.) Total runoff = 5.90(CFS) +++++++++++++++++++++++++++++++++++++++++++++++.^^ Process from Point/Station 504.000 to Point/Station 505 000 **** PIPEFLOW TRAVEL TIME (User specified aize) **** 0 Upstream point/station elevation = 239.27(Ft.) Downstream point/station elevation = 238.50(Ft.) Page 2 0 0 9605P5.OUT Pipe length = 41.53(Ft.) Manning'a N = 0.013 No. of pipes = 1 Required pipe flow - 5.900(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 5.900(CFS) Normal flow depth in pipe = 8.06(In.) Flow top width inside pipe = 17.90(In.) Critical Depth = 11.26(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 10.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal atream number 2 Stream flow area = 1.380(Ac.) Runoff from this stream = 5.900(CFS) Time of concentration = 10.09 min. Rainfall intensity - 4.691(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 ~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction aoil group D - 0.000 [INDUSTRIAL area type ] Initial subarea flow diatance - 700.00(Ft.) Highest elevation = 265.00(Ft.) Lowest elevation - 251.00(Ft.) Elevation difference - 14.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.56 min. TC = [1.8*(l.l-C)*diatance*.5)/(% alope*(l/3)] TC = [1.8*(l.l-0.9000)*(700.00*.5)/( 2.00*(l/3)]= 7.56 Rainfall intenaity (I) - 5.651 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff = 28.072(CFS) Total initial stream area = 5.520(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-h++++ Process from Point/Station 507.000 to Point/Station 505.000 **** PIPEFLOW TRAVEL TIME (User apecified size) **** Upstream point/atation elevation = 240.50(Ft.) Downatream point/station elevation = 237.50(Ft.) Pipe length = 157.83(Ft.) Manning's N - 0.013 No. of pipes - 1 Recjuired pipe flow - 28.072 (CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 28.072(CFS) Normal flow depth in pipe = 17.81(In.) Flow top width inside pipe = 21.00(In.) Critical Depth - 21.96(In.) Pipe flow velocity = 11.24(Ft/a) Travel time through pipe = 0.23 min. Time of concentration (TC) = 7.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.H-++H Page 3 0 9605P5.OUT Process from Point/Station 507.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 505.000 Along Main Stream number: 1 in normal streara nuraber 3 Streara flow area - 5.520(Ac.) Runoff from this stream - 28.072(CFS) Time of concentration = 7.79 min. Rainfall intenaity - 5.541(In/Hr) Summary of atream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 0 1 33 684 13 .06 3 971 2 5 900 10 .09 4 691 3 28 072 7 .79 5 541 Qmax(1) = 1.000 * 1.000 * 33 .684) + 0.847 * 1.000 * 5 900) + 0.717 * 1.000 * 28 072) + - Qmax(2) = 1.000 * 0.772 * 33 684) + 1.000 * 1.000 * 5 900) + 0.847 * 1.000 * 28 072) + _ Qmax(3) = 072) 1.000 * 0.597 * 33 684) + 1.000 * 0.772 * 5 900) + 1.000 * 1.000 * 28 072) + - 58.797 55.682 52.726 Total of 3 streams to confluence: Flow ratea before confluence point: 33.684 5.900 28.072 Maximum flow ratea at confluence uaing above data: 58.797 55.682 52.726 Area of streama before confluence: 9.980 1.380 5.520 Results of confluence: Total flow rate = 58.797(CFS) Time of concentration - 13.064 min. Effective stream area after confluence = 16.880(Ac.) ++++++++++++++++++++++++++++++++4.+++++++^.++^..,.+.^.^.^.^.^.^.^.^.^.^.^.^.^^.i_^.i^^^^^^^_^ Process from Point/Station 505.000 to Point/Station 508 000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation = 237.00(Ft.) ~ ' Downstream point/station elevation = 235.99(Ft.) Pipe length = 59.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 58.797(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 58.797(CFS) Normal flow depth in pipe = 21.68(In.) Flow top width inaide pipe = 35.24(In.) Critical Depth - 29.76(In.) Pipe flow velocity = 13.22 (Ft/a) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.14 min. 0 Process from Point/Station 508.000 to Point/Station 509 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Page 4 0 0 9605P5.OUT Upstream point/atation elevation = 235.66(Ft.) Downatream point/station elevation - 222.75(Ft.) Pipe length - 190.41(Ft.) Manning's N - 0.013 No. of pipes = 1 Recjuired pipe flow = 58.797 (CFS) Given pipe size - 36.00(In.) Calculated individual pipe flow = 58.797(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 35.29(In.) Critical Depth = 29.76(In.) Pipe flow velocity = 22.19(Ft/a) Travel time through pipe = 0.14 min. Time of concentration (TC) = 13.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 508.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inaide Main Streara is listed: In Main Stream number: 1 Stream flow area = 16.880(Ac.) Runoff from this stream - 58.797(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.929(In/Hr) Program is now starting with Main Streara No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 511.000 **** INITIAL AREA EVALUATION **** Decimal fraction aoil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type ] Initial aubarea flow distance = 30.00(Ft.) Highest elevation = 295.30(Ft.) Lowest elevation - 294.70(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 1.17 min. TC = [1.8*(l.l-C)*distance*.5)/(% alope*(l/3)] TC = [1.8*(1.1-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutea Rainfall intenaity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient uaed for area (Q-KCIA) is C - 0.950 Subarea runoff - 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 511.000 to Point/Station 512.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of atreet aegment elevation = 294 .700(Ft.) End of street segraent elevation = 250.500(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Page 5 0 9605P5.OUT Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.103(CFS) Depth of flow = 0.084(Ft.), Average velocity = 2.433(Ft/a) Streetflow hydraulica at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.43(Ft/s) Travel time - 6.58 min. TC = 11.58 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction aoil group B - 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction aoil group D - 1.000 [INDUSTRIAL area type Rainfall intensity - 4.293(In/Hr) Effective runoff coefficient used for total area (Q-KCIA) is C = 0.950 CA = 0.912 Subarea runoff = 3.845(CFS) for 0.950(Ac Total runoff = 3.915(CFS) Total area = Street flow at end of street = 3.915(CFS) Half street flow at end of atreet = 3.915(CFS) Depth of flow = 0.275(Ft.), Average velocity = 4.428(Ft/a) Flow width (from curb towards crown)= 9.015(Ft.) ] for a 100.0 year atorm .) 0.960(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa frora Point/Station 512.000 to Point/Station 512.000 **** SUBAREA FLOW ADDITION **** Decimal fraction aoil group A = 0.000 Decimal fraction aoil group B = 0.000 Deciraal fraction aoil group C = 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 11.58 min. Rainfall intensity = 4.293(In/Hr) for a 100.0 year storm Effective runoff coefficient uaed for total area (Q=KCIA) is C - 0.950 CA = 1.454 Subarea runoff = 2.324(CFS) for 0.570(Ac.) Total runoff = 6.239(CFS) Total area - 1.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 513.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.00(Ft.) Downatream point/station elevation = 239.00(Ft.) Pipe length - 64.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 6.239(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 6.239(CFS) Normal flow depth in pipe = 7.21(In.) Flow top width inside pipe - 17.64(In.) Critical Depth = 11.57(In.) Pipe flow velocity = 9.45(Ft/s) Travel time through pipe = 0.11 min. Tirae of concentration (TC) = 11.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 6 0 9605P5.OUT Process from Point/Station 512.000 to Point/Station 513.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norraal stream number 1 Stream flow area = 1.530(Ac.) Runoff from this stream = 6.239(CFS) Tirae of concentration - 11.69 rain. Rainfall intensity = 4.266(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 510.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance - 30.00(Ft.) Highest elevation = 295.30(Ft.) Lowest elevation - 294.70(Ft.) Elevation difference - 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.17 rain. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1.17 Setting time of concentration to 5 minutea Rainfall intensity (I) = 7.377 for a 100.0 year atorm Effective runoff coefficient used for area (Q-KCIA) is C - 0.950 Subarea runoff = 0.070(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 513.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 294.700(Ft.) End of street segment elevation = 250.500(Ft.) Length of street segment - 930.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to croaafall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Eatimated mean flow rate at midpoint of street = Depth of flow = 0.083(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.46(Ft/a) Travel time = 6.31 min. TC = 11.31 min. Adding area flow to street Decimal fraction aoil group A = 0.000 Decimal fraction aoil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 0.102(CFS) 2.456(Ft/s) Page 7 0 0 0 9605P5.OUT [INDUSTRIAL area type ] Rainfall intensity = 4.357(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.901 CA = 0.838 Subarea runoff = 3.579(CFS) for 0.920(Ac.) Total runoff - 3.649(CFS) Total area - 0.930(Ac.) Street flow at end of street - 3.649(CFS) Half atreet flow at end of atreet = 3.649(CFS) Depth of flow - 0.269(Ft.), Average velocity - 4.409(Ft/a) Flow width (from curb towards crown)- 8.697(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 513.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Streara flow area = 0.930(Ac.) Runoff from this stream = 3.649(CFS) Time of concentration = 11.31 min. Rainfall intensity - 4.357(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intenaity No. (CFS) (min) (In/Hr) Qmax(1) - Qmax(2) = 6.239 11.69 4.266 3.649 11.31 4.357 1.000 * 1.000 * 6.239) + 0.979 * 1.000 * 3.649) + - 9.812 1.000 * 0.968 * 6.239) + 1.000 * 1.000 * 3.649) + - 9.686 Total of 2 atrearaa to confluence: Flow rates before confluence point: 6.239 3.649 Maximum flow rates at confluence using above data: 9.812 9.686 Area of streams before confluence: 1.530 0.930 Results of confluence: Total flow rate - 9.812(CFS) Tirae of concentration = 11.691 min. Effective stream area after confluence - 2.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 513.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ' ~ Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 11.69 min. Rainfall intensity = 4.266(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.933 CA = 2.548 Subarea runoff = 1.055(CFS) for 0.270(Ac.) Total runoff = 10.866(CFS) Total area = 2.730(Ac.) Page 8 G 0 0 9605P5.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 513.000 to Point/Station 509.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 238.67(Ft.) Downatream point/station elevation = 223.42(Ft.) Pipe length = 55.53(Ft.) Manning's N - 0.013 No. of pipes = 1 Recjuired pipe flow = 10.866 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.866(CFS) Normal flow depth in pipe = 5.42(In.) Flow top width inaide pipe = 16.51(In.) Critical Depth = 15.17(In.) Pipe flow velocity = 24.23(Ft/s) Travel tirae through pipe = 0.04 min. Time of concentration (TC) = 11.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nuraber: 2 Stream flow area = 2.730(Ac.) Runoff frora this stream - 10.866(CFS) Time of concentration - 11.73 rain. Rainfall intensity - 4.257(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 58.797 13.28 3.929 2 10.866 11.73 4.257 Qmax(1) - 1.000 * 1.000 * 58.797) + 0.923 * 1.000 * 10.866) + = 68.826 Qmax(2) = 1.000 * 0.883 * 58.797) + 1.000 * 1.000 * 10.866) + = 62.790 Total of 2 main streams to confluence: Flow rates before confluence point: 58.797 10.866 Maximum flow rates at confluence uaing above data: 68.826 62.790 Area of streams before confluence: 16.880 2.730 Results of confluence: Total flow rate = 68.826(CFS) Time of concentration = 13.281 min. Effective stream area after confluence = 19.610(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 515.000 **** PIPEFLOW TRAVEL TIME (User apecified aize) **** Upatream point/atation elevation = 222.42(Ft.) Downatreara point/atation elevation = 222.00(Ft.) Page 9 0 9605P5.OUT Pipe length = 15.60(Ft.) Manning'a N = 0.013 No. of pipea = 1 Recjuired pipe flow = 68.826 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 68.826(CFS) Normal flow depth in pipe = 20.70(In.) Flow top width inaide pipe = 35.59(In.) Critical Depth - 31.70(In.) Pipe flow velocity - 16.36(Ft/a) Travel time through pipe = 0.02 rain. Tirae of concentration (TC) = 13.30 rain. End of coraputationa, total study area - 19.61 (Ac. Page 10 Basin 5 Hydraulics 0 0 0 9605P5.RES 0 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aea) Ver. 8.0 Releaae Date: 01/01/2001 Licenae ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue Weat, Suite 100 Carlabad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * CARLSBAD OAKS NORTH * * PROPOSED BASIN 5 - MAIN LINE ^ **r*°*'**!*;***************************************************************** FILE NAME: 9605P5.DAT TIME/DATE OF STUDY: 13:37 09/27/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note- "*" indicatea nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN PSSS = „o„=«., OE^IP., „C„S=U, 515.00- 19.40* 9193.02 2.21 1986.18 } FRICTION „ ^. TOQQ 1^7 509.10- 19.15* 9080.99 2.64 DC 1899.53 } JUNCTION 509.00- 21.28* 9673.26 1-25 2504.36 } FRICTION ^ „7 508.10- 9.85* 4631.65 2.28 1530.87 } JUNCTION )i 9.84* 4626.78 1.97 1627.73 } FRICTION „ ^ 1CIC OA . 9.29* 4384.79 2.48 Dc 1515.24 508 .00 505.50 505 .00 503.10 503.00 502.00 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 } JUNCTION ^, 1 nno TO 3! 10.03* 2469.98 1.43 1009.32 } FRICTION ^„ .... i 9.78* 2421.36 1.29 1104.56 } JUNCTION 10.68* 2442.18 0.92 1242.58 } FRICTION , „^ ^ . 3.91* 1114.25 1.86 Dc 730.32 NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ********************************************************************* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 515.00 FLOWLINE ELEVATION = 222.00 PIPE FLOW = 68.80 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 241.400 FEET NODE 515"OO':'HGL'='< 241.400>;EGL- < 242.871>;FLOWLINE- < 222.000> *************************************************** t************************** FLOW PROCESS FROM NODE 515.00 TO NODE 509.10 IS CODE = 1 SPS™ NODE 509.10 ELEVATION = 222.42 (FLOW IS UNDER PRESSURE) Page 1 9605P5.RES CALCULATE FRICTION LOSSES(LACFCD) : PIPE FLOW = 68.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 15.60 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 68.80)/( 666.985))**2 - 0.01064 HF=L*SF = ( 15.60)*(0.01064) - 0.166 NODE 509.10 : HGL = < 241.566>;EGL= < 243.037>;FLOWLINE- < 222.420> 0 ****************************************************************************** FLOW PROCESS FROM NODE 509.10 TO NODE 509.00 IS CODE - 5 UPSTREAM NODE 509.00 ELEVATION = 222.75 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: , ^„.rm„ PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 58.80 36.00 80.00 222.75 2.48 8.318 DOWNSTREAM 68.80 36.00 - 222.42 2.64 9.733 LATERAL #1 10.00 24.00 0.00 223.75 1.13 3.183 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00—-Q5 EQUALS BASIN INPUT-== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00777 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01064 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00921 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.037 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.069)+( 0.000) = 2.069 NODE 509.00 : HGL = < 244.032>;EGL= < 245.106>;FLOWLINE= < 222.750> ****************************************************************************** FLOW PROCESS FROM NODE 50 9.00 TO NODE 508.10 IS CODE - 1 UPSTREAM NODE 508.10 ELEVATION - 235.66 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 58.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 190.41 FEET MANNING'S N - 0.01300 SF=(Q/K)**2 = (( 58.80)/( 666.986))**2 - 0.00777 HF=L*SF - ( 190.41)*(0.00777) = 1.480 NODE 508.10 : HGL - < 245.512>;EGL- < 246.586>;FLOWLINE- < 235.660> ****************************************************************************** FLOW PROCESS FROM NODE 508.10 TO NODE 508.00 IS CODE - 5 UPSTREAM NODE 508.00 ELEVATION = 235.99 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 58.80 36.00 30.00 235.99 2.48 8.318 DOWNSTREAM 58.80 36.00 - 235.66 2.48 8.318 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00777 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00777 Page 2 0 9605P5.RES AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00777 ^SSS = : O'.oll 'A^ P™»=H -SSES = coo PEET JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.319)+( 0.000) - 0.319 'NODE"'5o'8"oo':"HGL'='<"245'83i>;EGLl'<" 246 . 905>; FLOWLINE- < 235.990> **************************************************************************' SR=y^°5of?s 'cALC^LATE-^RICTioN'L^^ DIAMETER = 36.00 INCHES llll LENGTH = 59.36 FEET MANNING'S N = 0.01300 |F!(Q/K)**2 = (( 58.80)/( 666.986))**2 - 0.00777 HF=L*SF = ( 59.36)*(0.00777) = 0.461 NODE '505'50':'HGL'="<"246.292>;EGL= < 247.367>;FLOWLINE- < 237.000> **************************************** t ************************************** FLOW PROCESS FROM NODE 505.50 TO NODE 505^00 CODE =5 UPSTREAM NODE 505.00 ELEVATION- 237.50 (FLOW IS UNDER PRESSURh)^ ^^^ "CALCU^TE JUNCTION LOSSES: ^^^^ ^^^^^^^^ (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 33.70 24.00 35.00 237.50 1.91 10.727 DOWNSTREAM 58.80 36.00 - 237.00 2.48 8.318 LATERAL #1 20.70 24.00 90.00 237.50 1.63 6.589 ^11^ n 4.40 18.00 90.00 238.50 0.80 2.490 Q5 0.00—=Q5 EQUALS BASIN INPUT—= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3 *V3 * COS(DELTA3)- 04*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02219 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0.00777 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01498 .TTINrTTON LENGTH = 4.00 FEET S™SsES= 0.060 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.946)+( 0.000) = 1-946 "NODE"'505'OO':'HGL'I'<"247'526>;EGL= < 249 . 313> ; FLOWLINE= < 237.500> ****************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 503.10 IS CODE - 1 UPSTREAM NODE 503.10 ELEVATION = 239.50 (FLOW 1S_UNDER_PRESSURE)___ CALCULATE FRICTION LOSSES (LACFCD) : -r„nu^a PIPE FLOW = 33.70 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 78.95 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 33.70)/( 226.224))**2 = 0.02219 HF=L*SF = ( 78.95)*(0.02219) = 1.752 NODE 'SOS'IOTHGL = < 249.278>;EGL= < 251. 065>; FLOWLINE- < 239.500> ****************************************************************************** FLOW PROCESS FROM NODE 503.10 TO NODE 503.00 IS CODE = 5 UPS™ NODE 503.00 ELEVATION- 239.83 (FLOW_ IS_UNDER_PRESSURE) _ _ _ "CALCULATE JUNCTION^LOSSES:^^^^^ ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) Page 3 0 9605P5.RES i-.ii iz v.ii III i-.ii Q5 4.00 = —Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(02*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM- MANNING'S N = 0.01300; FRICTION SLOPE - 0.01724 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE =0.02219 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01971 ^SS = : 0^0;°9 ^EfT ENTRANCE LOSSES = 0.357 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.478)+( 0.357) = 0.835 "NODE"'503:oo'rHGL = < 250 . 512>; EGL- < 251. 900>; FLOWLINE- < 239.830> ****************************************************************************** FLOW PROCESS UPSTREAM NODE • i*** ************************ s^"™r^SE™^o?;s Af..i° ^ILS°LUE. P.ESS»E. CALCULATE FRICTION LOSSES(LACFCD): „, TwrHFq PIPE FLOW = 29.70 CFS PIPE DIAMETER - 24.00 INCHES Pipl LESGTH = 55.47 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 29.70)/( 226.223))**2 = 0.01724 HF=L*SF = ( 55.47)*(0.01724) - 0.956 "NODE"'502'oo'rHGL'rr'25i'468>]EGL- < 252 . 856>;FLOWLINE- < 247.560> ****************************************************************************** SODE'SBER'- ™2™' FLOWLINE ELEVATION - 247.56 S^MrS^STREAM ?ON?ROL HGL = 249.42 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 4 0 Station 40+47 Faraday Hydraulics 0 0 4047.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Releaae Date: 01/01/2001 License ID 1423 0 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlabad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 40+47 FARADAY * * 4047A.RES * ************************************************************************** FILE NAME: 4047.DAT TIME/DATE OF STUDY: 13:45 09/27/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicatea nodal point data uaed.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 505.00- 10.03* 2257.27 1.50 711.72 } FRICTION 507.00- 9.47* 2146.54 1.83 Dc 671.14 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CLTRRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 505.00 FLOWLINE ELEVATION = 237.50 PIPE FLOW = 28.10 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 247.530 FEET NODE 505.00 : HGL = < 247.530>;EGL= < 248.772>;FLOWLINE- < 237.500> ****************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 507.00 IS CODE = 1 UPSTREAM NODE 507.00 ELEVATION - 240.50 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 28.10 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 157.83 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 28.10)/( 226.224))**2 = 0.01543 HF=L*SF = ( 157.83)*(0.01543) = 2.435 NODE 507.00 : HGL = < 249.965>;EGL= < 251.207>;FLOWLINE= < 240.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 507.00 FLOWLINE ELEVATION - 240.50 ASSUMED UPSTREAM CONTROL HGL = 242.33 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 1 0 Station 43+77 Faraday Hydraulics • 0 0 4377A.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Releaae Date: 01/01/2001 Licenae ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue Weat, Suite 100 Carlabad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 43+77 FARADAY * * 4377A.RES * ************************************************************************** FILE NAME: 4377.DAT TIME/DATE OF STUDY: 09:29 09/24/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicatea nodal point data uaed.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 509.00- 20.61* 2320.25 0.45 517.54 } FRICTION 513.10- 5.96* 704.57 1.27 Dc 202.64 } JUNCTION 513.00- 6.57* 684.35 0.61 120.59 } FRICTION 512.10- 4.80* 488.59 0.96 Dc 93.55 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 509.00 FLOWLINE ELEVATION = 223.42 PIPE FLOW - 10.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 244.030 FEET NODE 509.00 : HGL - < 244.030>;EGL= < 244.621>;FLOWLINE- < 223.420> ****************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 513.10 IS CODE = 1 UPSTREAM NODE 513.10 ELEVATION = 238.67 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.53 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 10.90)/( 105.044))**2 = 0.01077 HF=L*SF = ( 55.53)*(0.01077) = 0.598 NODE 513.10 : HGL = < 244.628>;EGL= < 245.219>;FLOWLINE= < 238.670> ****************************************************************************** FLOW PROCESS FROM NODE 513.10 TO NODE 513.00 IS CODE = 5 UPSTREAM NODE 513.00 ELEVATION = 239.00 (FLOW IS UNDER PRESSURE) Page 1 0 4377A.RES CALCULATE JUNCTION LOSSES: ^^T,,,,, PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 6.20 18.00 0.00 239.00 0.96 3.508 DOWNSTREAM 10.90 18.00 - 238.67 1.27 6.168 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 4.70—-Q5 EQUALS BASIN INPUT—- LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.00348 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.01077 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00713 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.029 FEET ENTRANCE LOSSES = 0.118 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 0.428)+( 0.118) - 0.546 0 0 NODE 513.00 : HGL = < 245.574>;EGL- < 245.765>;FLOWLINE- < 239.000> ****************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 512.10 IS CODE - 1 UPSTREAM NODE 512.10 ELEVATION = 241.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.20 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH = 64.50 FEET MANNING'S N - 0.01300 SF=(Q/K)**2 - (( 6.20)/( 105.043))**2 = 0.00348 HF=L*SF = ( 64.50)*(0.00348) - 0.225 NODE 512.10 : HGL - < 245.799>;EGL= < 245.990>;FLOWLINE- < 241.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 512.10 FLOWLINE ELEVATION = 241.00 ASSUMED UPSTREAM CONTROL HGL = 241.96 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 0 Station 11+31.77 El Fuerte Hydraulics 0 0 1131.RES 0 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aea) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 11+31 EL FUERTE * * 1131A.RES * ************************************************************************** FILE NAME: 1131.DAT TIME/DATE OF STUDY: 13:50 09/27/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 505.00- 9.03* 951.21 0.69 99.15 } FRICTION 504.00- 8.39* 880.75 0.94 Dc 87.58 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 505.00 FLOWLINE ELEVATION - 238.50 PIPE FLOW - 5.90 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 24 7.530 FEET NODE 505.00 : HGL = < 247.530>;EGL- < 247.703>;FLOWLINE- < 238.500> *********************************************************************^*i,.,,.f,^,.i,.^^ FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 1 UPSTREAM NODE 504.00 ELEVATION - 239.27 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 5.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 41.53 FEET MANNING'S N - 0.01300 SF=(Q/K)**2 = (( 5.90)/( 105.046))**2 = 0.00315 HF=L*SF = ( 41.53)*(0.00315) = 0.131 NODE 504.00 : HGL = < 247.661>;EGL- < 247.834>;FLOWLINE- < 239.270> ***********************************************************************^,^,^,^,.^^,^, UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 504.00 FLOWLINE ELEVATION = 239.27 ASSUMED UPSTREAM CONTROL HGL = 240.21 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 1 Basin 6 Hydrology 0 0 0 965P6R.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrolcDgy manual Rational Hydrology Study Date^^02/06/04 CARLSBAD OAKS NORTH PROPOSED BASIN 6 G:\ACCTS\961005\9605P6.OUT 965P6R.OUT ~********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California^-^S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.800 24 hour precipitation(inches) - 4.900 Adjusted 6 hour precipitation (inches) - 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Jrocess^froi^oint/Station 601.000 to Point/Station 602.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11. 9*length(Mi)-^3)/(elevation change) ]. 385 *60 (min/hr) + 10 mm. Initial subarea flow distance = 180.00(Ft.) Highest elevation = 370.00(Ft.) Lowest elevation - 308.00(Ft.) Elevation difference - 62,00(Ft,) m min TC-r (ll,9*0.0341-^3)/( 62.00) 1-^.385= 0.64 + 10 mm. = 10.64 min. Rainfall intensity (I) = 4.532 for a 100-0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff - 0.122(CFS) „ , Total initial stream area - 0.060(Ac.) Proce^rf^om^Point/Station 602.000 to Point/Station ****'IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 308.00(Ft.) Downstream point elevation - 280.00(Ft.) Channel length thru subarea - 400.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank - 1.000 Slope or 'Z' of right channel bank - 1.000 .oofrFSi Estimated mean flow rate at midpoint of channel - 2.488(CFS) Manning's 'N' = 0.015 Page 1 0 965P6R.OUT Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea - 2.488(CFS) Depth of flow = 0.161(Ft.), Average velocity - 7.134(Ft/s) Channel flow top width - 2.323(Ft.) Flow Velocity = 7.13(Ft/s) Travel time - 0.93 min. Time of concentration - 11.58 min. Critical depth = 0.344(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 4.293(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff = 4.482(CFS) for 2.320(Ac.) Total runoff = 4.604(CFS) Total area = 2.38(Ac.) Process from Point/Station 603.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 604.000 4.720(CFS) 11.795(Ft/s) Upstream point elevation = 280.00(Ft.) Downstream point elevation - 252.00(Ft.) Channel length thru subarea = 170.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank - 1.000 Estimated mean flow rate at midpoint of channel - Manning's 'N' - 0.015 Maximum depth of channel - 2.000(Ft.) Flow(q) thru subarea = 4.720(CFS) Depth of flow - 0.183(Ft.), Average velocity - Channel flow top width = 2.367(Ft.) Flow Velocity = 11.79(Ft/s) Travel time = 0.24 min. Time of concentration = 11.82 min. Critical depth = 0.508(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 4.236(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.450 Subarea runoff = 0.229(CFS) for 0.120(Ac.) Total runoff - 4.833(CFS) Total area - 2.50(Ac.) +++++H Process from Point/Station 604.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 605.000 Upstream point/station elevation = 244.94(Ft.) Downstream point/station elevation = 232.21(Ft.) Pipe length = 35.61(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 4.833(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 4.833(CFS) Normal flow depth in pipe = 3.38(In.) Flow top width inside pipe = 14.06(In.) Critical Depth - 10.14(In.) Page 2 965P6R.OUT Pipe flow velocity - 21.04(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) - 11-84 mm. _ /c,.,4.4nn 604.000 to Point/Station Process from Point/Station 11^ **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number i Stream flow area = 2,500(Ac.) Runoff from this stream = 4.833(Ctb) Time of concentration - Ih^^,"'';^', Rainfall intensity = 4.230(In/Hr) +++++++• Process from Point/Station **** INITIAL AREA EVALUATION 606.000 to Point/Station **** 607.000 30.00(Ft.) ] Decimal fraction soil group A = U.uuu Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type Initial subarea flow distance - Highest elevation = 256.00(Ft.) Lowest elevation = 255.40(Ft.) Elevation difference - 0.60(Ft.) ?ime of concentration calculated by the urban areas overland flow method (App X-C = \-]^ TC = [1 8*(l,l-C)*distance*.5)/(% slopeMl/3 1 - [18*(1.1-0.9500)*( 30.00*.5)/( 2.00*(l/3)]= 1-17 setting*time of concentration to 5 minutes ^^^^ Rainfall intensity (I) = 7.3// tor a i, . „ - 0.950 Effective runoff coefficient used for area (Q-KCIA) is C subarea runoff = 0.070(CFS) Total initial stream area = 0.0iU(Ac.) 0 ++++++++++++++++-|-^-^^^^^^^]^ 607 ! 000 to Point/Station !^^r^s?REErFLO™fL'™ + SUBAREA FLOW ADDITION **** TOP Of Street segment elevation - 255.400(Ft.) End of street segment elevation = „„.240.000(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline - /.O(In ) Width of half street (curb to crown) = 32.000(Ft.) DisSnce from crown to crossfall f =oO Slope from gutter to grade break (v/hz) - 0.200 Slope from grade break to crown (v/hz) - 0.2UU Street flow is on [1] side(s) of the street Distance from curb to property ^^e " 20.000(Ft.) Slope from curb to property lme (v/hz) - 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break^ Manning's N from grade break to crown - Estimated mean flow rate at midpoint of street Deoth of flow = 0.093(Ft.), Average velocity - sStflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity = 1.98(Ft/s) Page 3 0.0150 0.0150 0.103(CFS) 1.977(Ft/s) 0 965P6R.OUT Travel time = 4.89 min, TC = 9,89 min. Adding area flow to street User specified 'C value of 0,740 given for subarea Rainfall intensity = 4.752(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.740 Subarea runoff - 3.305(CFS) for 0.940(Ac.) Total runoff = 3.375(CFS) Total area - 0.95(Ac.) Street flow at end of street - 3.375(CFS) Half street flow at end of street - 3.375(CFS) Depth of flow = 0.372(Ft.), Average velocity - 5.462(Ft/s) Flow width (from curb towards crown)- 2.737(Ft.) Process from Point/Station 607.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 605.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area - 0.950 (Ac) Runoff from this stream - 3.375(CFS) Time of concentration - 9.89 min. Rainfall intensity- 4.752(In/Hr) Summary of streara data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) C 1 4. ,833 11. ,84 4. .230 2 3. ,375 9. .89 4. ,752 Qmax(1) = 1.000 * 1.000 * 4. ,833) + 0.890 * 1.000 * 3. ,375) + - Qmax(2) = 1.000 * 0.835 * 4. ,833) + 1.000 * 1.000 * 3, .375) + — Total of 2 streams to confluence: 7.837 7.410 Flow rates before confluence point: 4.833 3.375 Maximum flow rates at confluence using above data: 7.837 7.410 Area of strearas before confluence: 2.500 0.950 Results of confluence: Total flow rate - 7.837(CFS) Time of concentration - 11.845 min. Effective stream area after confluence = 3.450(Ac.) Process from Point/Station 605.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 610.000 7.837(CFS) Upstream point/station elevation = 231.88(Ft.) Downstream point/station elevation = 229.70(Ft.) Pipe length - 75.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow - 7.837(CFS) Normal flow depth in pipe - 8.36(In.) Flow top width inside pipe - 17.95(In.) Critical Depth = 13.01(In.) Pipe flow velocity - 9.77(Ft/s) Travel time through pipe = 0.13 min. Page 4 0 Time of concentration (TC) - 965P6R.OUT 11.97 min. Process from Point/Station 605.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 610.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area - 3.450(Ac.) Runoff from this stream = 7.837(CFS) Time of concentration = 11.97 min. Rainfall intensity = 4.200(In/Hr) P Process frora Point/Station 606.000 to Point/Station **** INITIAL AREA EVALUATION **** 608.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft.) Highest elevation = 256.00(Ft.) Lowest elevation - 255.40(Ft.) Elevation difference = 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.17 min. TC = [1.8* (1.1-C) *distance*.5) / (% slope-^ (1/3) ] TC = [1.8*(l.l-0.9500)*( 30.00-^.5)/( 2.00-^(1/3)]- 1.17 Setting time of concentration to 5 minutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.950 Subarea runoff - 0.070(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 608.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 609.000 Top of street segraent elevation - 255.400(Ft.) End of street segment elevation = 234.000(Ft.) Length of street segment - 600.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow - 0.088(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.20(Ft/s) Travel time = 4.54 min. TC - 9.54 min. Adding area flow to street Page 5 0.102(CFS) 2.205(Ft/s) 965P6R.OUT User specified 'C value of 0.760 given for subarea Rainfall intensity - 4.865(In/Hr) for a 100.0 year Storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.7 60 Subarea runoff = 3.401(CFS) for 0.920(Ac.) Total runoff = 3.472 (CFS) Total area = 0.93 (Ac) Street flow at end of street = 3.472(CFS) Half street flow at end of street = 3.472(CFS) Depth of flow = 0,276(Ft.), Average velocity - 3.904(Ft/s) Flow width (from curb towards crown)- 9.044(Ft.) Process from Point/Station 609.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 610.000 Upstream point/station elevation = 229.83(Ft,) Downstream point/station elevation = 229.33(Ft.) Pipe length - 5.25(Ft.) Manning's N = 0.013 No, of pipes - 1 Required pipe flow - 3,472(CFS) Given pipe size = 18.00(In,) Calculated individual pipe flow - 3.472(CFS) Normal flow depth in pipe - 3.98(In.) Flow top width inside pipe = 14.94(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 11.97(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.54 min. • ++-I Process from Point/Station 609.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 610.000 Along Main Stream number: 1 in noimal stream ntanber 2 Stream flow area - 0.930(Ac.) Runoff from this stream = 3.472(CFS) Time of concentration = 9.54 min. Rainfall intensity - 4.862(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax (1) Qmax (2) 7,837 3,472 11.97 9.54 1.000 * 0.864 * 1.000 * 1.000 * 1.000 * 1.000 * 0.797 * 1.000 * 4.200 4.862 7.837) + 3.472) + 7.837) + 3.472) + 10.836 9.717 0 Total of 2 streams to confluence: Flow rates before confluence point: 7.837 3.472 Maximum flow rates at confluence using above data: 10.836 9.717 Area of streams before confluence: 3.450 0.930 Results of confluence: Total flow rate - 10.836(CFS) Time of concentration - 11.974 min. Effective stream area after confluence = 4.380(Ac.) Page 6 0 965P6R.OUT Process from Point/Station 610.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 611.000 Upstream point/station elevation = 229.00(Ft.) Downstream point/station elevation = 225.00(Ft.) Pipe length - 113.03(Ft.) Manning's N - 0.013 No, of pipes - 1 Required pipe flow = 10,836(CFS) Given pipe size = 18,00(In,) Calculated individual pipe flow = 10,836(CFS) Normal flow depth in pipe = 9.50(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 15.15(In.) Pipe flow velocity = 11.44(Ft/s) Travel time through pipe - 0.16 min. Time of concentration (TC) = 12.14 min. Process from Point/Station 610.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 611.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.380(Ac.) Runoff from this stream = 10.836(CFS) Time of concentration = 12.14 min. Rainfall intensity = 4.163(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 628.000 to Point/Station **** 629.000 ''60 (min/hr) + 10 min. Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11,9*length(Mi)*3)/(elevation change)]*,385 Initial subarea flow distance - 460.00(Ft.) Highest elevation - 360.00(Ft.) Lowest elevation = 242.00(Ft.) Elevation difference = 118,00(Ft,) TC=[(11.9*0,0871'>3)/(118.00)]*,385= 1,48 + 10 min. = 11.48 mm. Rainfall intensity (I) - 4.316 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.450 Subarea runoff = 3.884(CFS) Total initial stream area = 2.000(Ac.) 0 +++++++-I Process from Point/Station 629.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 233.50 (Ft.) Downstream point/station elevation = 226.00(Ft.) Pipe length = 21.18(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 3.884(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.884(CFS) Normal flow depth in pipe = 3.04(In.) Flow top width inside pipe - 13.4 9(In.) Page 7 965P6R.OUT Critical Depth - 9,04(In,) Pipe flow velocity - 19,66(Ft/s) Travel time through pipe - 0,02 min. Time of concentration (TC) - 11,50 min. Process from Point/Station 630.000 to Point/Station 611.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 225.67(Ft.) Downstream point/station elevation - 225.00(Ft.) Pipe length - 55.25(Ft.) Manning's N - 0.013 No. of pipes = 1 Recjuired pipe flow = 3.884 (CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow - 3.884(CFS) Normal flow depth in pipe = 7.18(In.) Flow top width inside pipe = 17.63(In.) Critical Depth - 9.04(In.) Pipe flow velocity - 5.90 (Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) - 11.65 min. P Process from Point/Station 630.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 611.000 Along Main Stream number: 1 in noiroal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 3.884(CFS) Time of concentration - 11.65 min. Rainfall intensity = 4.274(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 10.836 3.884 Qmax(1) - Qmax(2) - 12.14 11.65 1.000 0.974 .000 ,000 1.000 1.000 0.960 1.000 4.163 4.274 10.836) + 3.884) + 10.836) + 3.884) + 14.620 14.288 Total of 2 streams to confluence: Flow rates before confluence point: 10.836 3.884 Maximum flow rates at confluence using above data: 14.620 14.288 Area of streams before confluence: 4.380 2.000 Results of confluence: Total flow rate = 14.620(CFS) Time of concentration = 12.139 rain. Effective stream area after confluence - 6.380(Ac.) Process from Point/Station 611.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Page 8 612.000 0 965P6R.OUT Upstream point/station elevation = 224.00(Ft.) Downstream point/station elevation = 214.33(Ft.) Pipe length = 218.46(Ft.) Manning's N = 0.013 No, of pipes - 1 Required pipe flow = 14.620(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow - 14.620(CFS) Normal flow depth in pipe = 10.69(In.) Flow top width inside pipe - 17.68(In.) Critical Depth = 16.76(In.) Pipe flow velocity - 13.36(Ft/s) Travel time through pipe - 0.27 min. Time of concentration (TC) = 12.41 min. Process from Point/Station 612.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 626.000 Upstream point/station elevation - 214.00(Ft.) Downstream point/station elevation - 209.50(Ft.) Pipe length - 109.03(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 14.620(CFS) Given pipe size - 18.00(In.) Calculated individual pipe flow = 14.620(CFS) Normal flow depth in pipe - 10.95(In.) Flow top width inside pipe = 17.57(In.) Critical Depth - 16.76(In.) Pipe flow velocity = 13.01(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) - 12.55 min. 0 Process from Point/Station 612.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 626.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 6.380(Ac.) Runoff from this stream - 14.620(CFS) Time of concentration - 12.55 min. Rainfall intensity = 4.075(In/Hr) Program is now starting with Main Streara No. 2 Process frora Point/Station **** INITIAL AREA EVALUATION 613.000 to Point/Station **** 614.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance - 780.00(Ft.) Highest elevation = 375.50 (Ft.) Lowest elevation = 365.00(Ft.) Elevation difference - 10.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 6.83 min. TC = [1.8* (1.1-C) *distance-'.5) / (% slope*(l/3)] TC - [1.8*(l.l-0.9500)*(780.00-^.5)/( 1.35-^(1/3)] = Rainfall intensity (I) - 6.033 for a 100.0 year Effective runoff coefficient used for area (Q-KCIA) Subarea runoff = 65.570(CFS) Page 9 6.83 stoinn is C - 0.950 Total initial stream area = 965P6R.OUT 11.440(Ac.) Process from Point/Station 614.000 to Point/Station 615.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 357.00(Ft.) Downstream point/station elevation - 329.70(Ft.) Pipe length - 81.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 65.570(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 65.570(CFS) Normal flow depth in pipe = 11.99(In.) Flow top width inside pipe = 24.00(In.) Critical depth could not be calculated. Pipe flow velocity - 41.79(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) - 6.86 min. Process from Point/Station 615.000 to Point/Station **** SUBAREA FLOW ADDITION **** 615.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 6.86 min. Rainfall intensity = 6.015(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.450 Subarea runoff - 1.245(CFS) for 0.460(Ac.) Total runoff - 66.815(CFS) Total area = 11.90(Ac.) Process from Point/Station 615.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 616.000 Upstream point/station elevation - 327.50(Ft.) Downstream point/station elevation - 305.50(Ft.) Pipe length - 55.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 66.815(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow = 66.815(CFS) Normal flow depth in pipe = 11.53(In.) Flow top width inside pipe = 23.98(In.) Critical depth could not be calculated. Pipe flow velocity = 44.77(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.88 min. Process frora Point/Station 616.000 to Point/Station **** SUBAREA FLOW ADDITION **** 616.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [RURAL (greater than 1/2 acre) area type Time of concentration = 6.88 min. Page 10 0 965P6R,OUT Rainfall intensity = 6.003(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C-O, Subarea runoff - 0.567(CFS) for 0.210(Ac.) Total runoff - 67.383 (CFS) Total area - 12.11 (Ac) 450 Process from Point/Station 616.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 617.000 67.383(CFS) Upstream point/station elevation - 303.24(Ft,) Downstream point/station elevation = 277,00(Ft,) Pipe length - 58,00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - Given pipe size = 24.00(In.) Calculated individual pipe flow = 67.383(CFS) Normal flow depth in pipe - 11.18(In.) Flow top width inside pipe = 23.94(In.) Critical depth could not be calculated. Pipe flow velocity = 46.96(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) - 6.90 min. +++++ Process from Point/Station 617.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 618.000 Estimated raean flow rate at midpoint of channel - 76.452(CFS) Depth of flow - 1.221(Ft.), Average velocity = 8.550(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 coordinate 0.00 70.00 120.00 Manning's 'N' friction factor 'Y' coordinate 10.00 0.00 10.00 0.045 Sub-Channel flow - 76.452(CFS) • ' flow top width = 14.650(Ft.) • • velocity= 8.550(Ft/s) area = 8.942(Sq.Ft) ' • Froude number - 1.928 Upstream point elevation = 277.000(Ft.) Downstream point elevation = 215.000(Ft.) Flow length - 470.000(Ft.) Travel time = 0.92 min. Time of concentration = 7.82 min. Depth of flow - 1.221(Ft.) Average velocity = 8.550(Ft/s) Total irregular channel flow - 76.452(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 8.550(Ft/s) 1.221(Ft.) Sub-Channel No. 1 critical depth - 1.594(Ft.) ' critical flow top width = 19.125(Ft.: ' critical flow velocity- 5.016(Ft/s) • critical flow area = 15.240(Sq.Ft) 0 Adding area flow to channel Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Page 11 0 965P6R.OUT Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 5.529(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.450 Subarea runoff = 8.111(CFS) for 3.260(Ac.) Total runoff - 75.494(CFS) Total area - 15.37(Ac.) ++++-( Process from Point/Station 617.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in noirmal streara number 1 Stream flow area - 15.370 (Ac) Runoff from this stream - 75.494(CFS) Time of concentration = 7.82 min. Rainfall intensity - 5.529(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 619.000 to Point/Station **** 618.000 ,385 *60(min/hr) + 10 min. Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11. 9*length (Mi)-^3) / (elevation change)]* Initial subarea flow distance = 1100.00(Ft.) Highest elevation = 360.00(Ft.) Lowest elevation = 215.00(Ft.) Elevation difference = 145.00(Ft.) TC-[(11.9*0.2083*3)/(145.00)]*.385- 3.74 + 10 min. = 13.74 min. Rainfall intensity (I) - 3.843 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff - 15.633(CFS) Total initial stream area = 9.040(Ac.) Process from Point/Station 619.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 618.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 9.040(Ac.) Runoff from this stream - 15.633(CFS) Time of concentration = 13.74 min. Rainfall intensity = 3.843(In/Hr) Stimmary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 75.494 7.82 13.74 2 15.633 Qmax(1) = 1,000 * 1,000 * 1.000 * 0.569 * Qmax(2) = 0.695 * 1.000 * 1.000 * 1.000 * 5.529 3.843 75.494) + 15.633) + 75.494) + 15.633) + Page 12 84.387 68.104 (0 965P6R.OUT Total of 2 streams to confluence: Flow rates before confluence point: 75.494 15.633 Maximum flow rates at confluence using above data: 84.387 68.104 Area of streams before confluence: 15.370 9.040 Results of confluence: Total flow rate - 84.387(CFS) Time of concentration - 7.819 mm. .io(Ar ) Effective stream area after confluence - 24.410(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION 618.000 to Point/Station 618.000 ] Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ISl^^Z^^ ' 5.'.2l^lSS;, .o. . . „ Runoff coefficient used for sub-area. Rational method,Q-KCIA, C U.4su subarea runoff - 1.219(CFS) for 0.490(Ac.) Total runoff - 85.607(CFS) Total area = 24.90(Ac.) Process from Point/Station 618.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 626.000 Upstream point/station elevation = 213.57(Ft.) Downstream point/station elevation - 208.33(Ft.) Pipe length = 84.24(Ft.)^ gS^^CFS) No. of pipes = 1 Required pipe flow = 85.607(CFS) Given pipe size = 36.00(In.) fin7(rFS) Calculated individual pipe flow - 85.60/(Cfcb) Normal flow depth in pipe = 18.30(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 33.78(In.) Pipe flow velocity - 23.70(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 7.88 rain. Process frora Point/Station '618!000 to Point/Station 626.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is iistea: In Main Streara number: 2 Stream flow area - ^4.900(Ac.) Runoff from this stream - 85. 60 / b) Time of concentration = 7.88 min. Rainfall intensity - 5.502(In/Hr) Program is now starting with Mam Stream No. 3 ++-I Process frora Point/Station 622.000 to Point/Station **** INITIAL AREA EVALUATION **** 623.000 Page 13 0 965P6R.OUT Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11,9*length(Mi)*3)/(elevation change) ]*. 385 *60(min/hr) + 10 mm. Initial subarea flow distance = 100.00(Ft.) Highest elevation - 306.00(Ft.) Lowest elevation - 265.00(Ft.) Elevation difference = 41.00(Ft.) TC=[(11.9*0.0189*3)/( 41.00)]*.385- 0.38 + 10 min, - 10,38 min. Rainfall intensity (I) = 4.605 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff = 0.104(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 623.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 620.000 Top of street segment elevation = 265.000(Ft.) End of street segment elevation - 232.400(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown - Estimated mean flow rate at midpoint of street - Depth of flow - 0.107(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.77(Ft/s) Travel time = 4.51 min. TC = 14.89 mm. Adding area flow to street User specified 'C value of 0.780 given for subarea Rainfall intensity - 3.650(In/Hr) for a 100.0 year storm ^ Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.780 Subarea runoff - 4.783(CFS) for Total runoff - 4.886(CFS) Total Street flow at end of street = 4. Half street flow at end of street Depth of flow - 0.295(Ft.), Average velocity - 4.566(Ft/s) Flow width (from curb towards crown)- 9.995(Ft.) 0.020 0.0150 0.0150 0.191(CFS) 2.775(Ft/s) 1.680(Ac.) area - .886(CFS) 4.886(CFS) 1.73(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION 620.000 to Point/Station 620.000 • User specified 'C value of 0.750 given for subarea Time of concentration - 14.89 min. Rainfall intensity = 3.650(In/Hr) for a 100.0 year storm ^ Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.750 Page 14 C0 Subarea runoff - Total runoff = 965P6R.OUT 2.409(CFS) for 0.880(Ac.) 7.295(CFS) Total area -2.61(Ac.) + + + + + + ++++ + + -r-r-r-rT-rT ^ , „^ ^^ Process from Point/Station 620.000 to Pomt/Station **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 215.20(Ft.) Downstream point/station elevation - 213.00(Ft.) Pipe length = 55.25(Ft.) Manning's N -0 013 No. of pipes = 1 Required pipe flow - 7.295(CFS) Given pipe size - 18.00(In.) ,Qc,ppov Calculated individual pipe flow = 7.295(CFb) Normal flow depth in pipe = 7.33(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 12.56(In.) Pipe flow velocity - 10.80(Ft/s) Travel time through pipe - 0.09 mm. Time of concentration (TC) = 14.97 rain. Along Main Stream number: 3 in normal stream number 1 Stream flow area - ^" ^^S" ,r^u.QV Runoff from this stream = 7.295(CFb) Time of concentration = 14.97 min. Rainfall intensity = 3.636(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 624.000 to Point/Station * * * * 625.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type J Initial subarea flow distance = 30.00(Ft.) Highest elevation - 265.60(Ft.) Lowest elevation = 265.00(Ft.) Elevation difference - 0.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1-17 mm. TC - [1.8*(l.l-C)*distance-^.5)/(% slope* (1/3)] TC = [1.8*(1.1-0.9500)*( 30.00*.5)/( 2.00-^(1/3)]= 1.17 Setting time of concentration to 5 minutes llllf.ll intensity (I) = 7.377 for a 100-0 year storra_ Effective runoff coefficient used for area (Q=KCIA) is C - 0.9bU Subarea runoff = 0.070(CFS) Total initial stream area = O.UlU(Ac.) Process from Point/Station 625.000 to Point/Station 631.000 !*** STREErFLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 265.000(Ft.) End of street segment elevation = 232.400(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowlme = 6.0(In.) Page 15 0 0.0150 0.0150 965P6R.OUT Width of half street (curb to crown) = 32-000(Ft ) Distance from crown to crossfall grade break =30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = O.U^u Street flow is on [1] side(s) of the street Distance from curb to property l^ne = Slope from curb to property line (v/hz) - O.0,iu Gutter width = 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break - Manning's N from grade break to crown - Estimated mean flow rate at midpoint of street Depth of flow = 0.086(Ft.), Average velocity - Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 1.500(Ft.) Flow velocity - 2.57(Ft/s) Travel time = 4.21 min, TC - 9.21 mm. Adding area flow to street , nqpr soecified 'C value of 0.900 given for subarea user specirieu oocifTn/Hr^ for a 100.0 year storm ^RuSf LefflcieS used ^ol'V^'-TriT ^ C - 0.900 subarea runoff - 5.597(CFS) for 1.250(Ac.) Total runoff = 5.667(CFS) Total area = 1.26(Ac) Street flow at end of street = ^' i IV. ,rv<,^ Half street flow at end of street = ^ 667(CFS) Depth of flow = 0.301(Ft.), Average velocity - 4.995(Ft/s) Flow width (from curb towards crown)- 10.311(Ft.) 0.114(CFS) 2.574(Ft/s) Process from Point/Station **** SUBAREA FLOW ADDITION **** 631.000 to Point/Station 631.000 ] Decimal fraction soil group A - u.uuu Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type Time of concentration = ^A^^.^^Hi) for a 100.0 year storm ^R^ioJf ioefflcieS ^sed fo^^i^^J ^rK^ional method, Q-KCIA, C subarea runoff - 2.316(CFS) for 0.490(Ac.) Total runoff = 7.983(CFS) Total area = 1.75(Ac.) 0.950 Process from Point/Station 631.000 to Point/Station 621.000 **** PIPEFLOW TRAVEL TIME (User specified size) 7.983(CFS) Upstream point/station elevation =213 50(Ft.) Downstream point/station elevation = 213.00(Ft ) Pipe length = 5.25(Ft.) " " °;S3(CFS) NO! of pipes = 1 Required pipe flow = 7.983(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow - Normal flow depth in pipe = 6.09 (Iii.) Flow top width inside pipe = l/.UJ(in.) Critical Depth - 13.13(In.) Pipe flow velocity = 15.19(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 9.22 mm. 1-+++++++++-* Page 16 0 965P6R.OUT Process from Point/Station 631.000 to Point/Station 621.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.750(Ac.) Runoff frora this stream = 7.983(CFS) Time of concentration - 9.22 min. Rainfall intensity - 4.973(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 0 1 2 Qmax(1) 7.295 7.983 14.97 9.22 1.000 0.731 Qmax(2) - ,000 .000 1.000 1.000 0.615 1.000 3.636 4.973 7.295) + 7.983) + 7.295) + 7.983) + 13.132 12.473 Total of 2 streams to confluence: Flow rates before confluence point: 7.295 7.983 Maximum flow rates at confluence using above data: 13.132 12.473 Area of streams before confluence: 2.610 1-750 Results of confluence: Total flow rate - 13.132(CFS) Time of concentration - 14.972 mm. -ofinfar ) Effective stream area after confluence - 4.360(Ac.) Jro^esrirom'Point/Station 621.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 211.00(Ft.) Downstream point/station elevation = 209.50(Ft.) Pipe length - 41.55(Ft.) Manning's N =0.013 No. of pipes - 1 Required pipe flow - 13.132(CFb) Given pipe size = 18.00(In.) n^/PFSl Calculated individual pipe flow =^ 13.132(Ctb) Normal flow depth in pipe = ->r, Flow top width inside pipe Critical Depth - 16.27(In. 10.65(In.) 17.69(In.) Pipe flow velocity = 12.06(Ft/s) Travel time through pipe - A nc 0.06 min. Time of concentration (TC) = 15.03 min. Process from Point/Station 621.000 to Point/Station 626.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 3 Stream flow area - " '^o'U, ,rF^v Runoff from this stream = 13 . IJ/I ((-ib) Time of concentration - 15.03 rain. Rainfall intensity = 3.627(In/Hr) Summary of stream data: Page 17 stream No. Flow rate (CFS) TC (min) 965P6R.OUT Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) = Qmax(3) - 14 620 12. 55 4. 075 85 607 7, 88 5. 502 13 132 15, 03 3. 627 1.000 1, 000 * 14. 620) + 0.741 * 1, 000 * 85. 607) + 1.000 0, 835 * 13. 132) + — 1.000 * 0. 628 * 14 620) + 1.000 * 1. 000 * 85 607) + 1.000 0. 524 * 13 132) + — 0.890 * 1 000 * 14 .620) + 0.659 * 1 000 * 85 .607) + 1.000 * 1 000 * 13 .132) + 88.982 101.667 82.585 Total of 3 main streams to confluence: Flow rates before confluence point: 14.620 85.607 13.132 Maximum flow rates at confluence using above data: 88.982 101.667 82.585 Area of streams before confluence: 6.380 24.900 4.360 0 Results of confluence: Total flow rate - 101.667(CFS) Time of concentration = 7.878 mm. Effective stream area after confluence -35.640(Ac.) Process from Point/Station 626.000 to Point/Station 627.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 208.00(F1;.) Downstream point/station elevation = 196.00(Ft.) Pipe length - 61.73(Ft.) "^^^^'^^'s N = 0 013 No. of pipes - 1 Required pipe flow = 101.667(CFb) Given pipe size = 36.00(In.) fifi7,rFS^ Calculated individual pipe flow = 101.667(CFS) Normal flow depth in pipe - 14.60(In.) Flow top width inside pipe = 35.35(In.) Critical depth could not be calculated. Pipe flow velocity = 37.79(Ft/s) Travel time through pipe - 0.03 mm. Time of concentration (TC) = 7.91 mm. End of computations, total study area = 35.64 (AC.) Page 18 0 Basin 6 Hydraulics # 0 965P6R.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PROPOSED BASIN 6 * * 965P6R.RES * ************************************************************************** FILE NAME: 965P6R.DAT TIME/DATE OF STUDY: 13:52 11/20/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 627.00- 2.90 Dc 3465.67 1.51* 5721.39 } FRICTION 627.50- 3.04 3498.17 1.49* 5830.63 } FRICTION 626.50- 2.90 Dc 3465.67 2.53* 3593.35 } JUNCTION 626.00- 4.59 3371.66 1.72* 3571.10 } FRICTION 618.00- 2.82*Dc 2642.28 2.82*Dc 2642.28 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 627.00 FLOWLINE ELEVATION = 196.50 PIPE FLOW - 101.40 CFS PIPE DIAMETER - 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 198.900 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2.40 FT.) IS LESS THAN CRITICAL DEPTH( 2.90 FT.) —^=> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 627.00 : HGL = < 198.013>;EGL- < 210.526>;FLOWLINE- < 196.500> ****************************************************************************** FLOW PROCESS FROM NODE 627.00 TO NODE 627.50 IS CODE = 1 UPSTREAM NODE 627.50 ELEVATION = 196.56 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 101.40 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 6.00 FEET MANNING'S N = 0.01300 —> NORMAL PIPEFLOW IS PRESSURE FLOW Page 1 0 NORMAL DEPTH(FT) 3.00 965P6R.RES CRITICAL DEPTH(FT) -2.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.49 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 6.000 FLOW DEPTH (FT) 1.489 1.513 VELOCITY (FT/SEC) 28.961 28.379 SPECIFIC ENERGY(FT) 14.521 14.026 PRESSURE+ MOMENTUM(POUNDS) 5830.63 5721.39 NODE 627.50 : HGL = < 198.049>;EGL= < 211.081>;FLOWLINE- < 196.560> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 626.50 627.50 TO NODE 626.50 IS CODE - 1 ELEVATION - 208.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 101.40 CFS PIPE PIPE LENGTH - 55.73 FEET DIAMETER = 36.00 INCHES MANNING'S N - 0.01300 NORMAL DEPTH(FT) = 1.20 CRITICAL DEPTH(FT) = 2.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2.53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.535 ,159 .880 .710 .660 ,747 ,988 ,405 .024 10.877 13.003 15.451 18.282 21.575 25.431 29.987 35.427 42.013 50.131 55.730 FLOW DEPTH VELOCITY (FT) 2.533 .480 .426 .373 .319 .266 2.212 2.159 2.106 ,052 ,999 , 945 .892 .838 1.785 1.732 1.678 1.625 1.571 1.518 1.489 (FT/SEC) 15.921 16.223 16.551 16.905 17.287 17.698 .139 .614 19.125 19.674 20.264 20.900 21.585 22.324 23.122 23.986 24.923 25.940 27.047 28.255 28.961 SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNDS) 6.471 3593.35 6.569 3631.85 6.683 3675.67 6.813 3725.06 963 3780.29 132 3841.69 325 3909.65 543 3984.59 789 4067.02 8.066 4157.48 8.379 4256.61 8.732 4365.13 9.131 4483.87 9.582 4613.73 10.092 4755.79 10.671 4911.25 11.329 5081.50 12.079 5268.12 12.937 5472.96 13.922 5698.16 14.521 5830.63 NODE 626.50 : HGL = < 210.533>;EGL- < 214.471>;FLOWLINE- < 208.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 626.00 626.50 TO NODE ELEVATION = 626.00 IS CODE - 5 208.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 85. 60 101.40 8.50 7.30 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 36.00 36.00 18.00 18.00 7,00 90.00 90.00 208.33 208.00 209.50 209.50 2.82 2. 90 1.13 1.05 20.354 15.926 5.957 5.546 0.00===Q5 EQUALS BASIN INPUT=== Page 2 i 965P6R.RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04169 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02199 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03184 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES - 0.127 FEET ENTRANCE LOSSES - 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.017)+( 0.000) - 2.017 NODE 626.00 HGL < 210.055>;EGL= < 216,488>;FLOWLINE= < 208.330> r***************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 618.00 IS CODE = 1 UPSTREAM NODE 618.00 ELEVATION - 213.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 85.60 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH - 84.24 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) 1.51 CRITICAL DEPTH(FT) 2.82 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.82 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 0. 000 2. 817 12. 419 5. 213 2642. 28 0. 085 2. 764 12. 565 5. 217 2644. 11 0. 338 2. 712 12. 731 5. 230 2649. 51 0. 761 2. 659 12. 916 5. 251 2658. 39 1. 363 2. 607 13. 120 5. 281 2670. 73 2. 153 2. 555 13. 343 5. 321 2686. 58 3. 150 2. 502 13. 585 5. 370 2706. 01 4 372 2. 450 13. 848 5 429 2729. 16 5 845 2 397 14 131 5 500 2756. 15 7 602 2 345 14 436 5 583 2787 18 9 680 2 292 14 764 5 679 2822 45 12 128 2 240 15 117 5 791 2862 20 15 006 2 188 15 495 5 918 2906 71 18 390 2 135 15 901 6 064 2956 29 22 .375 2 .083 16 337 6 230 3011 29 27 .086 2 .030 16 806 6 .419 3072 12 32 .691 1 .978 17 .309 6 .633 3139 .22 39 .415 1 .926 17 .850 6 .876 3213 .11 47 .578 1 .873 18 .433 7 .153 3294 .36 57 .649 1 .821 19 .061 7 .466 3383 .63 70 .359 1 .768 19 .739 7 .822 3481 . 65 84 .240 1 .725 20 .348 8 .158 3571 .10 NODE 618.00 HGL < 216.617>;EGL= < 219.013>;FLOWLINE= < 213.800> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 618.00 FLOWLINE ELEVATION - 213.80 ASSUMED UPSTREAM CONTROL HGL = 216.62 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 0 Basin 6 Faraday Hydraulics 0 0 • 965P6FR.RES • ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver, 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * BASIN 6 FARADAY * * 965P6FR.RES * ************************************************************************** FILE NAME: 965P6FR.DAT TIME/DATE OF STUDY: 09:18 11/20/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 626.00- 1.40 Dc 312.44 0.91* 395.90 } FRICTION 612.50- 1.40 Dc 312.44 0.90* 400.65 } JUNCTION 612.00- 1.40 Dc 312.44 0.90* 398.68 } FRICTION 611.50- 1.40 Dc 312.44 1.24* 320.01 } JUNCTION 611.00- 1.49 209.86 0.81* 253.47 } FRICTION 610.50- 1.26*Dc 199.99 1.26*Dc 199.99 } JUNCTION 610.00- 1.50 149.87 0.71* 158.66 } FRICTION 605.50- 1.08*Dc 127.31 1.08*Dc 127.31 } JUNCTION 605.00- 1.71 131.28 0.30* 177.35 } FRICTION 604.00- 0.84*Dc 66.74 0.84*Dc 66.74 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE - 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 626.00 FLOWLINE ELEVATION = 209.50 PIPE FLOW - 14.60 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 210.700 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.20 FT.) IS LESS THAN CRITICAL DEPTH( 1.40 FT.) —> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS Page 1 965P6FR.RES NODE 626.00 : HGL - < 210.410>;EGL- < 213.042>;FLOWLINE- < 209.500> ******************************** FLOW PROCESS FROM NODE UPSTREAM NODE 612.50 ********************************************i,^, 626.00 TO NODE 612.50 IS CODE = 1 ELEVATION - 214.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 14.60 CFS PIPE PIPE LENGTH = 109.03 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.91 CRITICAL DEPTH(FT) = 1.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 0 .898 13 211 3 610 400 65 1 .786 0 .899 13 202 3 607 400 44 3 . 645 0 .899 13 193 3 604 400 23 5 .585 0 .900 13 185 3 601 400 02 7 . 614 0 .900 13 176 3 598 399 81 9 .738 0 .901 13 168 3 595 399 60 11 .970 0 .901 13 159 3 592 399 39 14 ,319 0 .902 13 150 3 589 399 18 16 ,800 0 .902 13 142 3 586 398 98 19 .428 0 .903 13 133 3 583 398 77 22 .223 0 .903 13 125 3 580 398 56 25 .208 0 .904 13 116 3 577 398 35 28 .410 0 .904 13 108 3 574 398 15 31 .864 0 .905 13 099 3 571 397 94 35 . 616 0 . 905 13 091 3 568 397 74 39 .720 0 . 906 13 082 3 565 397 53 44 .252 0 .906 13 074 3 562 397 32 49 .313 0 .907 13 065 3 559 397 12 55 .044 0 .907 13 057 3 556 396 92 61 .653 0 .908 13 049 3 553 396 71 69 .461 0 .908 13 040 3 550 396 51 79 .006 0 .909 13 032 3 547 396 30 91 .298 0 .909 13 023 3 545 396 10 108 .605 0 .910 13 015 3 542 395. 90 109 .030 0 .910 13 015 3 542 395. 90 NODE 612.50 : HGL = < 214.898>;EGL- < 217.610>;FLOWLINE- < 214.000> ****************************************************************^,^,.,,^,^,.,,^,.^.^^^.l^.l^^^^^ FLOW PROCESS FROM NODE 612.50 TO NODE 612.00 IS CODE = 5 UPSTREAM NODE 612.00 ELEVATION = 214.33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.60 14.60 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 214.33 214.00 0.00 0.00 0.00 0.00 CRITICAL DEPTH(FT.) 1.40 1.40 0.00 0.00 0.00==-Q5 EQUALS BASIN INPUT= VELOCITY (FT/SEC) 13.134 13.215 0.000 0.000 0 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0, AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04269 Page 2 04235 04302 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 965P6FR.RES 4,00 FEET 0,171 FEET ENTRANCE LOSSES (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.302)+( 0.000) - 0.302 0.000 FEET NODE 612.00 : HGL = < 215.233>;EGL= < 217.912>;FLOWLINE= < 214.330> ***************************************************************^,^,^,^,.,,.^,^^.l^^^.^^,.l^.l^.l^.l FLOW PROCESS FROM NODE 612.00 TO NODE 611.50 IS CODE - 1 UPSTREAM NODE 611.50 ELEVATION - 224.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD) : PIPE FLOW = 14.60 CFS PIPE PIPE LENGTH - 218,4 6 FEET DIAMETER = 18.00 INCHES MANNING'S N - 0.01300 NORMAL DEPTH(FT) - 0.89 CRITICAL DEPTH(FT) = 1.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0. 000 1 .238 9 358 2 598 320 01 0. 579 1 .224 9 455 2 613 321 41 1. 227 1 .210 9 556 2 629 322 93 1. 952 1 .196 9 661 2 646 324 59 2. 759 1 . 182 9 770 2 665 326 38 3. 657 1 . 168 9 884 2 686 328 31 4. 656 1 .154 10 002 2 709 330 38 5. 766 1 . 140 10 125 2 733 332 59 7. 000 1 .127 10 252 2 760 334 96 8. 375 1 .113 10 385 2 788 337 48 9. 908 1 .099 10 522 2 819 340 16 11. 622 1 .085 10 665 2 852 343 00 13. 545 1 .071 10 813 2 888 346 01 15. 711 1 .057 10 967 2 926 349 21 18. 163 1 .043 11 127 2 967 352 58 20. 958 1 .029 11 292 3 Oil 356 15 24. 168 1 .015 11 465 3 058 359 91 27. 894 1 .001 11 644 3 108 363 88 32. 275 0 .988 11 830 3 162 368 07 37, 518 0 . 974 12 023 3 220 372 48 43. 941 0 .960 12 224 3 282 377 13 52. 077 0 .946 12 433 3 348 382 02 62. 929 0 .932 12 651 3 419 387 16 78. 746 0 918 12 877 3 494 392 58 106. 750 0 904 13 113 3 576 398 27 218. 460 0 903 13 130 3 582 398 68 NODE 611 .50 HGL = < 225. 238>;EGL= < 22 6.598>;FLOWLINE- < 224.000 *******************************************************************^^^.^J^JJ^^^^.^^ FLOW PROCESS FROM NODE 611.50 TO NODE 611.00 IS CODE = 5 UPSTREAM NODE 611.00 ELEVATION = 225.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 10.80 18.00 0.00 225.00 14.60 18.00 - 224.00 3.80 18.00 90.00 225.00 0.00 0.00 0.00 0.00 0.00—Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.) 1.26 1.40 0.75 0.00 VELOCITY (FT/SEC) 11.108 9.361 4.337 0.000 Page 3 0 965P6FR.RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*VI*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0. DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02596 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES = 0.104 FEET ENTRANCE LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 1.127)+( 0.000) - 1.127 JUNCTION LOSSES = JUNCTION LOSSES - 03282 01909 0.000 FEET NODE 611.00 HGL < 225.809>;EGL= < 227.725>;FLOWLINE- < 225.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 610.50 611.00 TO NODE ELEVATION = 610.50 IS CODE = 1 229.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.80 CFS PIPE PIPE LENGTH = 113.03 FEET DIAMETER - 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 0.79 CRITICAL DEPTH(FT) = 1.26 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDJ 0. 000 1. 259 6. 820 1. 981 199 99 0. 032 1. 240 6. 912 1. 982 200 07 0. 121 1. 221 7. 008 1 984 200 28 0. 271 1. 202 7. 110 1 988 200 63 0. 488 1. 184 7. 218 1 993 201 13 0. 779 1. 165 7. 332 2 000 201 77 1. 151 1 146 7. 451 2 009 202 56 1 614 1 128 7 577 2 020 203 52 2 179 1 109 7 709 2 032 204 63 2 859 1 090 7 848 2 047 205 93 3 669 1 071 7 994 2 064 207 40 4 628 1 053 8 148 2 084 209 06 5 761 1 034 8 310 2 107 210 92 7 097 1 015 8 481 2 133 212 99 8 672 0 997 8 660 2 162 215 27 10 536 0 978 8 849 2 195 217 .79 12 751 0 959 9 048 2 231 220 .54 15 404 0 941 9 258 2 272 223 .56 18 617 0 922 9 479 2 .318 226 .85 22 566 0 903 9 713 2 .369 230 .42 27 529 0 884 9 959 2 .426 234 .31 33 .969 0 .866 10 220 2 .489 238 .52 42 .754 0 .847 10 .496 2 .559 243 .08 55 .837 0 .828 10 .788 2 .637 248 .01 79 .487 0 .810 11 .098 2 .723 253 .35 113 .030 0 .809 11 .105 2 .725 253 .47 NODE 610.50 HGL - < 230. 259>;EGL= < 230.981>;FLOWLINE- < 229. 000> ****************************************************************************** FLOW PROCESS FROM NODE 610.50 TO NODE 610.00 IS CODE = 5 UPSTREAM NODE 610.00 ELEVATION = 229.70 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE Page 4 CRITICAL VELOCITY 0 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) 7.80 10.80 3.00 0.00 (INCHES) 18.00 18.00 18.00 0.00 965P6FR.RES (DEGREES) ELEVATION 45.00 90.00 0.00 229.70 229.00 229.33 0.00 DEPTH(FT.) 1.08 1.26 0. 66 0.00 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01842 4.00 FEET 0.07 4 FEET ENTRANCE LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) ( 0.823)+( 0.000) = 0.823 JUNCTION LENGTH = FRICTION LOSSES = JUNCTION LOSSES = JUNCTION LOSSES - (FT/SEC) 9.478 6.822 2.386 0.000 02668 01016 0.000 FEET NODE 610.00 : HGL - < 230.410>;EGL= < 231.805>;FLOWLINE- < 229.700> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 605.50 610.00 TO NODE ELEVATION - 605.50 IS CODE = 1 231.88 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 7.80 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 75.67 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) 0.69 CRITICAL DEPTH(FT) -1.08 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.08 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 0. 000 1. 082 5. 714 1. 589 127. 31 0. 021 1. 066 5. 803 1. 590 127. 35 0. 088 1. 051 5. 896 1. 591 127 . 47 0. 204 1. 035 5. 993 1. 593 127 . 67 0. 375 1. 020 6. 094 1. 597 127. 95 0 607 1. 004 6. 200 1. 602 128. 32 0 907 0. 989 6. 310 1. 608 128. 78 1 283 0. 973 6 425 1 615 129. 33 1 744 0 958 6 546 1 624 129. 99 2 302 0 942 6 671 1 634 130 74 2 971 0 927 6 803 1 646 131 61 3 767 0 911 6 940 1 660 132 59 4 710 0 896 7 083 1 675 133 68 5 825 0 880 7 234 1 693 134 90 7 144 0 865 7 391 1 714 136 25 8 709 0 849 7 556 1 736 137 73 10 574 0 834 7 729 1 762 139 36 12 812 0 818 7 910 1 790 141 14 15 526 0 803 8 101 1 822 143 07 18 .867 0 787 8 .301 1 .858 145 .18 23 .072 0 .772 8 .512 1 .897 147 .47 28 .532 0 .756 8 .734 1 .941 149 .95 35 .988 0 .741 8 .968 1 .990 152 .63 47 .098 0 .725 9 .214 2 .044 155 .53 67 .189 0 .710 9 .474 2 .104 158 .65 75 .670 0 .710 9 .475 2 .105 158 .66 NODE 605.50 HGL = < 232. 962>;EGL- < 233.469>;FLOWLINE- < 231. 380 Page 5 0 965P6FR.RES ****************************************************************************** FLOW PROCESS FROM NODE 605.50 TO NODE 605.00 IS CODE = 5 UPSTREAM NODE 605.00 ELEVATION - 232.21 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 4.80 18.00 80.00 232.21 DOWNSTREAM 7.80 18.00 -231.88 LATERAL #1 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 Q5 3.00-—Q5 EQUALS BASIN INPUT—= CRITICAL DEPTH(FT.) 0.84 1.08 0.00 0.00 VELOCITY (FT/SEC) 18.855 5.716 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.26342 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00729 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.13535 JUNCTION LENGTH - 4.00 FEET FRICTION LOSSES - 0.541 FEET ENTRANCE LOSSES - 0.101 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( 4.462)+( 0.101) - 4.564 NODE 605.00 : HGL = < 232.512>;EGL= < 238.033>;FLOWLINE= < 232.210> ****************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 604.00 IS CODE = 1 UPSTREAM NODE 604.00 ELEVATION = 244.94 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.80 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH - 35.61 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.28 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 0.84 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 0. 000 0. 842 4. 699 1. 185 66. 74 0. 003 0. 820 4 . 858 1. 186 66. 81 0. 014 0. 797 5. 029 1. 190 67. 04 0. 034 0. 775 5. 213 1. 197 67. 44 0. 063 0. 752 5. 411 1. 207 68. 02 0. 103 0. 730 5. 624 1. 221 68. 78 0. 157 0. 707 5. 855 1. 240 69. 76 0. 227 0. 685 6 106 1 264 70 97 0. 315 0 662 6 378 1 294 72 42 0 424 0 640 6 674 1 332 74 14 0 559 0 617 6 997 1 378 76 17 0 726 0 595 7 352 1 435 78 53 0 930 0 573 7 741 1 504 81 26 1 181 0 550 8 171 1 .587 84 42 1 490 0 .528 8 .647 1 .689 88 .04 1 .872 0 .505 9 .176 1 .814 92 .22 2 .347 0 .483 9 .768 1 .965 97 .01 2 . 943 0 .460 10 .432 2 .151 102 .52 3 .703 0 .438 11 .182 2 .381 108 .88 4 .686 0 .415 12 .035 2 .666 116 .23 5 .989 0 .393 13 .010 3 .023 124 .77 7 .777 0 .370 14 .134 3 .474 134 .73 Page 6 0 965P6FR.RES 10 362 0.348 15.442 4.053 146.45 14!449 0.325 16.978 4-804 10.32 22 314 0.303 18.802 5.796 176.91 35!610 0.302 18.849 5.823 177.35 "NODE"lo4To7rHGr=""24iT782>;E^^^^ 246.125>; FLOWLINE- < 244.940> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: MnnF NUMBER - 604 00 FLOWLINE ELEVATION - 244.94 ISSUMSSPSTREAM ?JNTR0L HGL - 245.78 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • • 0 Page 7 # 3050F.RES **********************************************************^,^,^,^,^,^,^^^^^.^.^.^.^.^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 30+50 FARADAY * * 3050F,RES * *********************************************************^,^,^,^^^,^,^,^.l,^.^.l^^^.^^^ FILE NAME: 3050F.DAT TIME/DATE OF STUDY: 09:50 02/06/2004 ***********************************************************i,*i,^,^,^,^,^^^^^^,^.i^^^.i^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN PRESSURE+ lOMENTUM(POUNDS) 62,89 129.49 150.06 50.91 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ************************************************************ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 611.00 FLOWLINE ELEVATION = 225.00 PIPE FLOW - 3.90 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 226.200 FEET NODE 611.00 : HGL - < 226.200>;EGL= < 226.303>;FLOWLINE- < 225.000> NODE MODEL PRESSURE PRESSURE+ FLOW NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) 611.00-1.20* 70.99 0.51 ) FRICTION } HYDRAULIC JUMP 630.50-0.76 Dc 50.91 0.28* } JUNCTION 630.00-0.76 Dc 50.91 0.25* } FRICTION 629.00-0.76*Dc 50.91 0.76*Dc •'********************************************************^,^,^,^,^,^,^,.,,^,.l,.l^.^^^,.l^^.l^.^.^ FLOW PROCESS FROM NODE 611.00 TO NODE 630.50 IS CODE = 1 UPSTREAM NODE 630.50 ELEVATION = 225.67 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.25 FEET MANNING'S N = 0.01300 * * HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = 0.7 6 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.28 0 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: Page 1 3050F.RES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0 282 16 909 4 725 129,49 2.593 0 295 15 874 4 210 121,85 5.221 0 308 14 944 3 778 115,02 7,884 0 320 14 105 3 412 108.89 10.586 0 333 13 345 3 100 103.37 13.329 0 346 12 653 2 834 98.38 16.115 0 359 12 023 2 604 93.86 18.951 0 371 11 445 2 406 89.76 21,841 0 384 10 914 2 235 86.03 24.791 0 397 10 426 2 086 82.62 27.810 0 409 9 975 1 955 79,52 30,907 0 422 9 557 1 841 76,68 34,095 0 435 9 170 1 741 74.08 37,389 0 448 8 810 1 654 71,70 40,809 0 460 8 474 1 576 69,52 44,379 0 473 8 161 1 508 67.53 48,132 0 486 7 868 1 448 65.70 52,115 0 498 7 594 1 394 64.02 55,250 0 508 7 403 1 359 62.89 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 1 200 2 573 1 303 70 99 1 .388 1 .182 2 610 1 288 69 60 2 .763 1 164 2 649 1 273 68 25 4 .124 1 147 2 690 1 259 66 94 5 .472 1 .129 2 733 1 245 65 67 6 .803 1 .111 2 778 1 231 64 44 8 .119 1 .093 2 825 1 217 63 25 9 .416 1 .075 2 875 1 204 62 11 10 .693 1 .058 2 927 1 191 61 01 11 . 950 1 .040 2 982 1 178 59 96 13 .183 1 .022 3 040 1 166 58 96 14 .390 1 .004 3 100 1 154 58 01 15 .569 0 .987 3 164 1 142 57 10 16 ,716 0 .969 3 230 1 131 56 25 17 ,828 0 .951 3 300 1 120 55 46 18 .900 0 .933 3 374 1 110 54 72 19 .928 0 .915 3 451 1 100 54 04 20 .905 0 .898 3 533 1 092 53 41 21 ,825 0 .880 3 619 1 083 52 85 22 .678 0 .862 3 710 1 076 52 36 23 .454 0 .844 3 805 1 069 51 93 24 .141 0 .826 3 906 1 064 51 57 24 .721 0 .809 4 013 1 059 51 29 25 .175 0 .791 4 126 1 055 51 08 25 .475 0 .773 4 246 1 053 50 95 25 .584 0 .755 4 373 1 052 50 91 55 .250 0 .755 4 373 1 052 50 91 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 5.96 FEET UPSTREAM OF NODE 611.00 j I DOWNSTREAM DEPTH = 1.122 FEET, UPSTREAM CONJUGATE DEPTH - 0.489 FEET | NODE 630.50 : HGL - < 225.952>;EGL- < 230.395>;FLOWLINE- < 225.670> ***************************************************************************** Page 2 0 3050F.RES FLOW PROCESS FROM NODE 630.50 TO NODE 630.00 IS CODE - 5 UPSTREAM NODE 630.00 ELEVATION - 226.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 3.90 18.00 0.00 226.00 0.76 19.687 DOWNSTREAM 3.90 18.00 - 225.67 0.76 16.914 LATERAL #1 0.00 0.00 0.00 0.00 0,00 0,000 LATERAL #2 0,00 0.00 0.00 0,00 0,00 0,000 Q5 0.00—Q5 EQUALS BASIN INPUT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.35417 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0,23020 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,29219 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES - 1,169 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES - (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES - ( l,878)+( 0,000) - 1,878 NODE 630,00 : HGL = < 226.254>;EGL= < 232,272>;FLOWLINE- < 226.000> ****************************************************************************** FLOW PROCESS FROM NODE 360.00 TO NODE 629.00 IS CODE = 1 UPSTREAM NODE 629.00 ELEVATION - 233.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.90 CFS PIPE PIPE LENGTH = 21.18 FEET DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) - 0.25 CRITICAL DEPTH(FT) = 0.76 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 0.76 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 000 0. 755 4. 373 1 052 50 91 0 003 0. 735 4. 526 1 054 50 96 0 013 0. 715 4 690 1 057 51 14 0 030 0 695 4 865 1 063 51 45 0 056 0 675 5 054 1 072 51 89 0 093 0 655 5 258 1 085 52 49 0 141 0. 635 5 478 1 101 53 24 0 203 0 615 5 716 1 123 54 17 0 282 0 595 5 975 1 150 55 29 0 380 0 575 6 256 1 183 56 62 0 501 0 555 6 563 1 224 58 17 0 650 0 535 6 899 1 274 59 99 0 833 0 515 7 268 1 335 62 09 1 058 0 495 7 674 1 410 64 51 1 334 0 475 8 124 1 500 67 29 1 676 0 455 8 624 1 610 70 49 2 100 0 434 9 181 1 744 74 15 2 633 0 414 9 807 1 909 78 37 3 .311 0 394 10 513 2 112 83 23 4 187 0 374 11 314 2 363 88 84 5 .349 0 354 12 229 2 678 95 34 6 .941 0 334 13 283 3 076 102 92 9 .239 0 314 14 507 3 584 111 82 12 .869 0 294 15 941 4 243 122 .35 Page 3 3050F.RES • 19.843 0.274 17.641 5.109 134.91 21.180 0.254 19.681 6.272 150.06 NODE 629.00 : HGL - < 234.255>;EGL= < 234.552>;FLOWLINE= < 233.500> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 629.00 FLOWLINE ELEVATION - 233.50 ASSUMED UPSTREAM CONTROL HGL = 234.26 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • 0 Page 4 t f 0 ************************************i,****i,***i,i,i,**i,i,i,i,imi,i,i,t*****i,**it******i,i,i, PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * FARADAY STE 31+65,54 * * 3165F,RES * ********** ****************************1c******i,ic***i,****i,i,i,i,i,i,i,i,i,mi,i,i,i,tti,* FILE NAME: 3165F.DAT TIME/DATE OF STUDY: 11:17 04/22/2003 ***************************************^,^,^,^,1,1,1c^,^,^,^,^,^,^,^,1,^,1,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,*^,^, GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM{POUNDS) DEPTH(FT) MOMENTUM{POUNDS) 610.00- 1.20* 67.21 0.45 58.01 } FRICTION } HYDRAULIC JUMP 609.00- 0.71*Dc 44.24 0.71*Dc 44.24 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************1H,1,1,1,1,*i,1,t**********1,**1,1,1,1,l,i,l,l,l,i,l,tti,it DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 610.00 FLOWLINE ELEVATION = 229.33 PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 23 0.530 FEET NODE 610.00 : HGL = < 230.530>;EGL= < 230.613>;FLOWLINE- < 229.330> ******************************************^,****^,**^,*^,^,1,^,^,^,^,^,****^,^,^,^,**^,*^,^,^,^,^,* FLOW PROCESS FROM NODE 610.00 TO NODE 609.00 IS CODE = 1 UPSTREAM NODE 609.00 ELEVATION = 229.83 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0,01300 0 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0,33 CRITICAL DEPTH(FT) = 0.71 0 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.007 0.030 0.070 0.130 0.212 0.319 0.456 0.626 0.834 1.087 1.394 1.762 2 .205 2.738 3 .380 4.160 5.112 5.250 FLOW DEPTH VELOCITY (FT) 0.714 698 683 668 653 638 622 607 592 0.577 0.561 546 531 516 500 485 0.470 0.455 0.453 0. 0. 0. 0. 0. 0. 0. 0. (FT/SEC) 4.220 4.339 4.466 4.599 .740 ,890 .049 ,219 ,399 ,591 ,797 .017 .252 ,506 6.778 7.072 7.390 7.735 7.777 SPECIFIC ENERGY(FT) 0.990 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 991 993 997 002 009 018 030 045 062 083 109 138 173 214 262 319 384 393 PRESSURE+ MOMENTUM(POUNDS) 44.24 44.27 44.37 44.55 44.79 45.12 45.53 46.03 46.63 47.33 48.13 49.06 50.12 51.32 52.66 54.18 55.88 57.78 58.01 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1,20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0,000 0.179 0.355 0.530 0.702 0. 872 1.040 1.204 1,365 1,523 1,677 1.828 1. 973 2.114 2.249 2.379 2.501 2.617 2.724 2,821 2,909 2.985 FLOW DEPTH VELOCITY (FT) 1.200 1.181 1.161 1.142 122 103 083 064 044 025 005 986 967 0.947 0,928 0.908 0.889 ,869 ,850 ,830 ,811 ,791 (FT/SEC) 2.309 1, 1. 1, 1. 1. 1. 1. 0. 0. 2 2 2 2 2 2 2 2 2 2 2 2, 2 , 3, 3 , 3. 3 , 3 . 3. 3 . 3. 345 384 425 467 513 560 611 664 720 779 841 906 976 049 126 208 295 387 485 589 699 SPECIFIC ENERGY(FT) 1.283 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1, 1. 1. 1. 1, 1. 1. 1. 1. 1. 1. 266 249 233 217 201 185 170 155 140 125 111 098 085 072 060 049 038 028 019 Oil 004 PRESSURE* MOMENTUM(POUNDS) 67.21 65.63 64.09 62 .60 61.16 59.76 58.41 57.11 55.86 54 ,66 53.51 52.42 51.39 50.42 49.50 48.65 47.87 47.15 46,50 45,93 45,43 45,02 3.047 0,772 3,817 0.998 44,69 3.095 0.753 3.943 0.994 44,44 3.125 0.733 4.077 0.991 44,29 3.136 0.714 4.220 0.990 44,24 5.250 0.714 4,220 0,990 44.24 gjjjj QP HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 1.47 FEET UPSTREAM OF NODE 610.00 | I DOWNSTREAM DEPTH = 1.031 FEET, UPSTREAM CONJUGATE DEPTH = 0.477 FEET | NODE 609.00 : HGL = < 230,544>;EGL= < 230.820>;FLOWLINE= < 229.830> *****************************************^,^,^,1,1,^,^,1,^,^,1,^,^,^,1,^,^,1,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,.^^,^,^, UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 609.00 FLOWLINE ELEVATION = 229.83 ASSUMED UPSTREAM CONTROL HGL = 230.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS # f f f 0 2650F.RES 0 ********************************************************j^j,^^.^^j^j^^^^^^^^^^^^^^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * STA 26+50 RT FARADAY * * 2650F.RES * *******************************************************.i^^^^.^^^^^^^^j^^^^^^^ FILE NAME: 2650F,DAT TIME/DATE OF STUDY: 10:02 11/20/2003 *******************************************************************^^^^^,^,^,^,^^^,^,^,.l^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 626.00-1.35 Dc 265.03 0,96* 310.36 } FRICTION 621.50-1.35*Dc 265.03 l,35*Dc 265.03 } JUNCTION 621.00-1.33 126.98 0.63* 157.21 } FRICTION 620.00-1.05*Dc 116.40 1.05*Dc 116.40 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. *********************************************************j,^^^j^^^^j^^^^^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 626.00 FLOWLINE ELEVATION - 209.50 PIPE FLOW = 13.10 CFS PIPE DIAMETER - 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 210.700 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.20 FT.) IS LESS THAN CRITICAL DEPTH( 1.35 FT.) —> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 626.00 : HGL - < 210.457>;EGL= < 212.338>;FLOWLINE- < 209.500> *********************************************************************^,^^,.,,^,^,.^.^.i, FLOW PROCESS FROM NODE 626.00 TO NODE 621.50 IS CODE - 1 UPSTREAM NODE 621.50 ELEVATION = 211.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 13.10 CFS PIPE DIAMETER - 18.00 INCHES PIPE LENGTH = 41.55 FEET MANNING'S N - 0.01300 NORMAL DEPTH(FT) -0.89 CRITICAL DEPTH(FT) = 1.35 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35 Page 1 0 2650F.RES GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 1 ,354 7 802 2 .300 265 .03 0 .039 1 ,335 7 882 2 300 265 .12 0 .153 1 .316 7 968 2 303 265 .38 0 .346 1 .298 8 060 2 307 265 81 0 . 624 1 .279 8 158 2 313 266 42 0 . 991 1 .260 8 262 2 321 267 20 1 .458 1 .242 8 373 2 331 268 16 2 .033 1 .223 8 489 2 343 269 31 2 .727 1 .204 8 612 2 357 270 65 3 .555 1 .186 8 742 2 373 272 18 4 .535 1 .167 8 879 2 392 273 92 5 .686 1 .148 9 023 2 413 275 87 7 .035 1 .129 9 174 2 437 278 04 8 . 615 1 .111 9 334 2 464 280 44 10 .466 1 .092 9 501 2 495 283 07 12 . 642 1 .073 9 678 2 529 285 96 15 .213 1 .055 9 864 2 566 289 11 18 .275 1 .036 10 059 2 608 292 53 21 . 962 1 .017 10 264 2 654 296 25 26 .471 0 . 999 10 480 2 705 300 27 32 .108 0 .980 10 708 2 762 304 61 39 .386 0 . 961 10 948 2 824 309 29 41 .550 0 957 11 002 2 838 310. 36 0 NODE 621.50 HGL < 212.354>;EGL- < 213.300>;FLOWLINE- < 211.000> ***************************************************^^^^^^^^^^^^^^j^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 621.50 TO NODE 621.00 IS CODE = 5 UPSTREAM NODE 621.00 ELEVATION = 213.00 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 7.30 13.10 5.80 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 90.00 90.00 0.00 FLOWLINE ELEVATION 213.00 211.00 213.00 0.00 CRITICAL DEPTH(FT.) 05 35 93 0.00=—Q5 EQUALS BASIN INPUT=-= 0.00 VELOCITY (FT/SEC) 10.280 7.804 5.043 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 * COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03484 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0.01366 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02425 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.097 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.975)+( 0.000) = 1.975 NODE 621.00 : HGL = < 213.634>;EGL= < 215.275>;FLOWLINE- < 213.000> ***************************************************jt^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 621.00 TO NODE 620.00 IS CODE = 1 UPSTREAM NODE 620.00 ELEVATION = 215.20 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 55.25 FEET MANNING'S N = 0.01300 Page 2 0 2650F.RES NORMAL DEPTH(FT) 0.61 CRITICAL DEPTH(FT) -1.05 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUND 0.000 1.046 5. 544 1. 524 116. 40 0.018 1.029 5. 648 1. 525 116. 45 0.074 1.012 5. 756 1. 526 116. 60 0.173 0.994 5. 870 1. 530 116. 84 0.319 0. 977 5, 990 1. 534 117. 20 0.517 0.959 6. 115 1. 540 117. 66 0.774 0.942 6, 247 1. 548 118 24 1.097 0.924 6. 386 1 558 118 95 1.495 0.907 6. 531 1 570 119 78 1.979 0.890 6. 684 1 584 120 75 2.560 0.872 6 846 1 600 121 86 3.254 0.855 7 016 1 620 123 12 4.080 0.837 7 195 1 642 124 54 5.061 0.820 7 384 1 667 126 .13 6.226 0.803 7 584 1 696 127 .89 7.614 0.785 7 795 1 .729 129 .85 9.275 0.768 8 019 1 .767 132 .01 11.277 0.750 8 .256 1 .809 134 .39 13.716 0.733 8 .507 1 .857 137 .00 16.733 0.715 8 .774 1 .912 139 .86 20.547 0.698 9 .058 1 .973 142 .99 25.525 0.681 9 .361 2 .042 146 .41 32.355 0.663 9 . 684 2 .120 150 .15 42.584 0.646 10 .028 2 .208 154 .22 55.250 0.634 10 .277 2 .275 157 .21 NODE 620.00 HGL - < 216 246>;EGL- < 216.724>;FLOWLINE- < 215. 200 ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 620.00 FLOWLINE ELEVATION = ASSUMED UPSTREAM CONTROL HGL = 215.20 216.25 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • • Page 3 2650FL.RES '"************;************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) vT^'a^^^ 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 **c;;;;;;r;;;r;;;;r***** °- ^-^-^ ************************** * STA 26+50 LT FARADAY * * 2650FL.RES * **************************************************,,,,,,,,,,^^^^^^^^^^^^^^* FILE NAME: 2650FL.DAT TIME/DATE OF STUDY: 10:25 11/20/2003 *****************************************************^,,,,,,,^^^^^^^^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used ) UPSTREAM RUN DOWNSTRFAM nnM NODE MODEL PRESSURE PRESSURE+ FSof ?RESSURE+ NUMBER_ PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH(FT) MOMSSM (^OSNDS ) } FRICTION "^-^^ °-'5* 158.09 "^-'^ l-10*Dc 131,77 ^^MAXIMUM^NUMBER OF ENERGY BALANCES USED IN EACH~PROFILE'=""'25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONrBASED'o^THrM^ DOWNSTREAM PIPE FLOW CONTROL DATA- ********** NODE NUMBER - 621,00 FLOWLINE ELEVATION - 213 00 PIPE FLOW = 8.00 CFS PIPE DIAMETER =18 00 INCHES ^^ASSUMED DOWNSTREAM CONTROL HGL = 214.200 FEET NODE 621.00 : HGL = < 213.749>;EGL="71^r026>;FLOWL™E^^^^ ****************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 631 00 IS CODE - 1 -_"!!™!^_!°^L__!!^:°°____J^:™i°N_=_ 213.50 (FLOW IS'SUPERCRITICAD CALCULATE FRICTION LOSSES(LACFCD)• PJPELESGTH^ l-^.l^.lL PI^-E DIAMETER = 18.00 INCHES —:_:L^!™^™_r MANNING'S N = 0.01300 ==~™==!!!=i!Ii=L__°:!^ ~]'"~CR^T^CAL~DEPTH(FTr= I'lO UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = iTlQ ————=——==== ^^GRADUALLY VARIED FLOW PROFILE COMPUTED INF0RMATI0N7 ——=—=——= DISTANCE FROM FLOW DEPTH VELOCITY "sPECIFIC PRESSURF!!! CONTROL(FT) (PT) (FT/SEC) ENERGY(FT') MOME'SSOSNDS) "•UOO 1.096 5.782 1.615 i-^ti ii 0-012 1.072 5.917 J 616 iliU 0-050 1.049 6.062 l!620 illll Page 1 2650FL.RES 0 116 1 025 6 215 1 625 132 60 0 215 1 002 6 379 1 634 133 28 0 351 0 978 6 553 1 645 134 17 0 528 0 955 6 740 1 660 135 30 0 752 0 931 6 939 1 67 9 136 67 1 031 0 908 7 153 1 702 138 32 1 372 0 884 7 381 1 731 140 24 1 787 0 860 7 626 1 764 142 48 2 287 0 837 7 889 1 804 145 04 2 889 0 813 8 172 1 851 147 97 3 611 0 790 8 477 1 906 151 29 4 479 0 766 8 806 1 971 155 03 5 250 0 749 9 066 2 026 158 09 NODE 631.00 : HGL = < 214.596>;EGL- < 215.115>;FLOWLINE- < 213.500> ***************************************************************i,.^^,.i,i,^,.i,^^,^.^^^^^.i^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 631.00 FLOWLINE ELEVATION = 213.50 ASSUMED UPSTREAM CONTROL HGL = 214.60 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 • Basin 7 Hydrology 0 9 9605P7.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 09/09/04 CARLSBAD OAKS NORTH PROPOSED BASIN 7 G:\ACCTS\961005\9605P7.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inchea) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C valuea uaed Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction aoil group D = 1.000 [INDUSTRIAL area type ] Initial subarea flow distance = 900.00(Ft.) Highest elevation = 392.00(Ft.) Lowest elevation = 383.00(Ft.) Elevation difference - 9.00(Ft.) Time of concentration calculated by the urban areaa overland flow raethod (App X-C) = 8.10 rain. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9500)*(900.00*.5)/( 1.00*(l/3)]= 8.10 Rainfall intensity (I) = 5.405 for a 100.0 year storm Effective runoff coefficient uaed for area (Q=KCIA) ia C = 0.950 Subarea runoff = 27.520(CFS) Total initial stream area = 5.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 703.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 373.10 (Ft.) Downatream point/atation elevation = 369.70(Ft.) Pipe length = 141.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 27.520(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 11.923(Ft.) at the headworks or inlet of the pipe(s) Page 1 0 0 9605P7.OUT Pipe friction loss = 9.675(Ft.) Minor friction loss = 5.649(Ft.) K-factor = 1.50 Pipe flow velocity - 15.57(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 704.000 **** PIPEFLOW TRAVEL TIME (User specified aize) **** Upatream point/atation elevation = 369.37(Ft.) Downatream point/station elevation = 361.50(Ft.) Pipe length = 341.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 27.520(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert ia 21.176(Ft.) at the headworka or inlet of the pipe(a) Pipe friction loss = 23.397(Ft.) Minor friction loss = 5.649(Ft.) K-factor = 1.50 Pipe flow velocity = 15.57(Ft/s) Travel time through pipe = 0.3 6 min. Time of concentration (TC) = 8.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 704.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] Time of concentration = 8.62 min. Rainfall intensity = 5.194(In/Hr) for a 100.0 year storra Runoff coefficient uaed for sub-area. Rational raethod,Q-KCIA, C - 0.950 Subarea runoff = 38.139(CFS) for 7.730(Ac.) Total runoff - 65.659(CFS) Total area = 13.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upatream point/station elevation = 361.25(Ft.) Downatream point/station elevation = 340.60(Ft.) Pipe length - 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.659(CFS) Given pipe aize = 30.00(In.) Calculated individual pipe flow = 65.659(CFS) Normal flow depth in pipe - 10.76(In.) Flow top width inaide pipe = 28.78(In.) Critical depth could not be calculated. Pipe flow velocity - 41.50(Ft/a) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 704.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara number: 1 in normal stream number 1 Page 2 # 9605P7.OUT Stream flow area = 13.090(Ac.) Runoff from this stream = 65.659(CFS) Time of concentration = 8.64 min. Rainfall intensity = 5.184(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** ] Decimal fraction aoil group A = 0.000 Decimal fraction aoil group B = 0.000 Decimal fraction aoil group C = 0.000 Deciraal fraction aoil group D = 1.000 [RURAL (greater than 1/2 acre) area type Time of concentration computed by the natural wateraheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change) ]*.385 *60 (min/hr) + 10 min. Initial aubarea flow diatance = 500.00(Ft.) Highest elevation = 374.00(Ft.) Lowest elevation = 340.60(Ft.) Elevation difference = 33.40(Ft.) TC=[(11.9*0.0947*3)/( 33.40)]* . 385- 2.65 + 10 min. = 12.65 min. Rainfall intenaity (I) = 4.054 for a 100.0 year atorm Effective runoff coefficient used for area (Q-KCIA) is C - 0.450 Subarea runoff = 1.4 96(CFS) Total initial stream area = 0.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara nutnber: 1 in normal stream number 2 Stream flow area = 0.820(Ac.) Runoff from this stream = 1.496(CFS) Time of concentration = 12.65 min. Rainfall intensity = 4.054(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 65.659 1.496 1. 000 1. 000 0. 782 1. 000 8.64 12.65 1.000 0.683 1.000 1.000 5.184 4.054 65.659) + 1.496) + 65.659) + 1.496) + 66.680 52.842 Total of 2 atreams to confluence: Flow rates before confluence point: 65.659 1.496 Maximum flow rates at confluence using above data: 66.680 52.842 Area of streams before confluence: 13.090 0.820 Results of confluence: Total flow rate = 66.680(CFS) Tirae of concentration = 8.640 min. Effective stream area after confluence = 13.910(Ac.) Page 3 # 9605P7.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 705.000 to Point/Station 713.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Eatimated raean flow rate at midpoint of channel = 78.880(CFS) Depth of flow = 1.781(Ft.), Average velocity = 6.219(Ft/a) ******* Irregular Channel Data *********** Information entered for aubchannel nuraber 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 5.00 2 22.00 0.00 3 40.00 5.00 Manning'a 'N' friction factor = 0.065 Sub-Channel flow = 78.880(CFS) I flow top width = 14.245(Ft.) I ' velocity= 6.219(Ft/s) ' I area = 12.683(Sq.Ft) 1 I Froude number = 1.162 Upstream point elevation = 340.600(Ft.) Downstream point elevation = 310.000(Ft.) Flow length - 340.000(Ft.) Travel time = 0.91 min. Time of concentration = 9.55 min. Depth of flow = 1.781(Ft.) Average velocity - 6.219(Ft/s) Total irregular channel flow = 78.880(CFS) Irregular channel normal depth above invert elev. = 1.781(Ft.) Average velocity of channel(s) = 6.219(Ft/a) Sub-Channel No. 1 critical depth = 1.891(Ft.) ' ' ' critical flow top width - 15.125(Ft.) I ' ' critical flow velocity- 5.517(Ft/a) ' ' ' critical flow area - 14.298(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction aoil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction aoil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity - 4.859(In/Hr) for a 100.0 year storm Runoff coefficient used for aub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff = 11.131(CFS) for 5.090(Ac.) Total runoff = 77.811(CFS) Total area = 19.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 713.000 to Point/Station 714.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 96.752(CFS) Depth of flow = 2.079(Ft.), Average velocity = 8.953(Ft/a) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 20.00 0.00 3 50.00 10.00 Manning's 'N' friction factor = 0.065 Page 4 9605P7.OUT Sub-Channel flow = 96.752(CFS) flow top width = 10.396(Ft.) • ' velocity- 8.953(Ft/a) area = 10.807(Sq.Ft) 1 1 Froude nuraber = 1.547 Upatream point elevation = 310.000(Ft.) Downstream point elevation = 260.000(Ft.) Flow length = 310.000(Ft.) Travel time = 0.58 min. Time of concentration - 10.13 min. Depth of flow = 2.079(Ft.) Average velocity - 8.953(Ft/a) Total irregular channel flow = 96.752(CFS) r^aiu^ \ Irregular channel normal depth above invert elev. = 2.079(Ft.) Average velocity of channel(s) = 8.953(Ft/s) Sub-Channel No. 1 critical depth = 2.469(Ft.) , 1 1 1 critical flow top width = 12.344(Ft.) 1 • ' critical flow velocity= 6.350(Ft/a) 1 1 ' critical flow area = 15.237(Sq.Ft) Adding area flow to channel Decimal fraction aoil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 4.679 (In/Hr) for a lOO-O/^ar storm Runoff coefficient used for aub-area. Rational method,Q-KCIA, C - 0.450 Subarea runoff = 19.476(CFS) for 9.250(Ac.) Total runoff = 97.287(CFS) Total area = 28.25(Ac.) Proceaa^from'Point/Station 714.000 to Point/Station 706.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 110.752(CFS) Depth of flow = 2.581(Ft.), Average velocity = 6.044(Ft/a) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 25.00 0.00 3 55.00 10.00 Manning's 'N' friction factor = 0.065 Sub-Channel flow = 110.752(CFS) flow top width = 14.198(Ft.) I ' velocity- 6.044(Ft/s) area = 18.325(Sq.Ft) 1 I Froude nuraber = 0.937 Upatream point elevation = 260.000(Ft.) Downatream point elevation = 220.000(Ft.) Flow length = 740.000(Ft.) Travel time = 2.04 min. Time of concentration = 12.17 min. Depth of flow = 2.581(Ft.) Average velocity = 6.044(Ft/s) Total irregular channel flow = 110.752(CFS) Irregular channel normal depth above invert elev. = 2.581(Ft.) Average velocity of channel(s) = 6.044(Ft/s) Page 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ # 9605P7.OUT Sub-Channel No. 1 critical depth = 2.516(Ft.) 1 1 1 critical flow top width = 13.836(Ft.) 1 ' ' critical flow velocity- 6.364(Ft/s) critical flow area = 17.403(Sq.Ft) Adding area flow to channel Decimal fraction aoil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 4.157(In/Hr) for a ^00 0 year storm Runoff coefficient uaed for aub-area. Rational method,Q-KCIA, C = o.4bu Subarea runoff = 14.627(CFS) for 7.820(Ac.) Total runoff = 111.914(CFS) Total area = 36.07(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++!+++++++++++++;++ Proceaa from Point/Station 714.000 to Pomt/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara nuraber: 1 in normal atream number 1 Stream flow area = 36.070(Ac.) Runoff from thia stream = 111.914(CFS) Time of concentration = 12.17 rain. Rainfall intensity = 4.157(In/Hr) ^.++++^.+ + + ^.+++ + + +++++ ++++++++ + + ++++ + +++ +++++ ++++ +++ + + -^ + +++++++ +++ + +++++ Process from Point/Station 709.000 to Point/Station 710.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change) ]*. 385 *60 (min/hr) + 10 mm. Initial subarea flow distance - 1050.00(Ft.) Highest elevation = 374.00(Ft.) Loweat elevation - 310.00(Ft.) Elevation difference = 64.00(Ft.) TC=[(11.9*0.1989*3)/( 64 . 00) ] * . 3 85= 4.86 + 10 min. - 14.86 mm. Rainfall intensity (I) - 3.654 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) la C - 0.450 Subarea runoff = 7.958(CFS) Total initial stream area = 4.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 12.160(CFS) Depth of flow = 0.620(Ft.), Average velocity = 2.435(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point nutiiier 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 25.00 0.00 3 52.00 2.00 Page 6 (i 9605P7.OUT Manning's 'N' friction factor = 0.065 Sub-Channel flow = 12.160(CFS) 1 1 flow top width = 16.114 (Ft.) velocity- 2.435(Ft/s) > > area = 4.993(Sq.Ft) 1 1 Froude number = 0.771 Upatream point elevation = 310.000(Ft.) Downatream point elevation = 266.000(Ft.) Flow length = 810.000 (Ft.) Travel time - 5.54 min. Time of concentration - 20.40 min. Depth of flow - 0.620(Ft.) Average velocity - 2.435(Ft/s) Total irregular channel flow = 12.160(CFS) ^on^F^ i Irregular channel normal depth above invert elev. = 0.620(Ft.) Average velocity of channel(a) = 2.435(Ft/s) Sub-Channel No. 1 critical depth = () 559(Ft.) .^^ . 1 1 ' critical flow top width = 14.523(Ft.) 1 t I critical flow velocity- 2.998(Ft/a) critical flow area = 4.056(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction aoil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction aoil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 2.978(In/Hr) for a 100.0 year atorm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C - 0.450 Subarea runoff = 6.848(CFS) for 5.110(Ac.) Total runoff = 14.807(CFS) Total area = 9.95(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•*•++++++ Proceaa from Point/Station 711.000 to Point/Station 711.000 **** SUBAREA FLOW ADDITION **** Decimal fraction aoil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction aoil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 20.40 min. Rainfall intensity = 2.978(In/Hr) for a 100.0 year atorm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0.450 Subarea runoff = 10.990(CFS) for 8.200(Ac.) Total runoff = 25.797(CFS) Total area = 18.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-^+++++++++ Process from Point/Station 711.000 to Point/Station 706.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 32.811(CFS) Depth of flow = 1.552(Ft.), Average velocity = 4.322(Ft/a) ******* Irregular Channel Data *********** Information entered for aubchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 40.00 0.00 3 63.00 10.00 Page 7 # 9605P7.OUT Manning's 'N' friction factor = 0.065 Sub-Channel flow = 32.811(CFS) flow top width = 9.780(Ft.) > ' velocity- 4.322(Ft/a) area = 7.591(Sq.Ft) 1 1 Froude number = 0.865 Upstream point elevation = 266.000(Ft.) Downstream point elevation = 222.000(Ft.) Flow length = 820.000(Ft.) Travel tirae = 3.16 min. Time of concentration = 23.57 min. Depth of flow - 1.552(Ft.) Average velocity - 4.322(Ft/a) Total irregular channel flow = 32.811 (CFS) ^^r,,„^ ^ Irregular channel normal depth above invert elev. = l.b52(tt.) Average velocity of channel(a) = 4.322(Ft/a) Sub-Channel No. 1 critical depth = 1.469(Ft.) , 1 t 1 critical flow top width = 9.253(Ft.) • ' critical flow velocity= 4.828(Ft/a) • ' critical flow area = 6.795(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intenaity = 2.714(In/Hr) for a 100 0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.450 Subarea runoff = 12.054(CFS) for 9.870(Ac.) Total runoff = 37.851(CFS) Total area = 28.02(Ac.) Proces7from'Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.850 given for subarea Time of concentration = 23.57 min. Rainfall intensity = 2.714(In/Hr) for a 100.0 year storm Runoff coefficient uaed for sub-area. Rational raethod,Q-KCIA, C = 0.850 Subarea runoff = 122.680(CFS) for 53.180(Ac.) Total runoff = 160.530(CFS) Total area = 81.20(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++-^++++++++++'^+ Proceas from Point/Station 711.000 to Point/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal atream number 2 Stream flow area = 81.200(Ac.) Runoff from thia stream - 160.530(CFS) Time of concentration = 23.57 rain. Rainfall intensity = 2.714(In/Hr) Summary of atream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) +++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 111.914 12.17 4.157 2 160.530 23.57 2.714 Page 8 9605P7.OUT Qmax(1) = 1.000 * 1.000 * 111.914) + 1.000 * 0.516 * 160.530) + = 194.810 Qmax(2) = 0.653 * 1.000 * 111.914) + 1.000 * 1.000 * 160.530) + = 233.603 Total of 2 streams to confluence: Flow rates before confluence point: 111.914 160.530 Maximum flow rates at confluence uaing above data: 194.810 233.603 Area of atreams before confluence: 36.070 81.200 Results of confluence: Total flow rate = 233.603(CFS) Time of concentration = 23.566 rain. Effective stream area after confluence = 117.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceas from Point/Station 706.000 to Point/Station 707.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 263.353(CFS) Depth of flow = 3.557(Ft.), Average velocity = 5.549(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 50.00 0.00 3 75.00 10.00 Manning'a 'N' friction factor = 0.065 Sub-Channel flow = 263.354(CFS) ' ' flow top width = 26.680(Ft.) ' ' velocity- 5.549(Ft/s) ' ' area = 47.456(Sq.Ft) ' ' Froude number = 0.733 Upstreara point elevation = 222.000(Ft.) Downatreara point elevation = 201.000(Ft.) Flow length = 730.000(Ft.) Travel time = 2.19 min. Time of concentration = 25.76 min. Depth of flow = 3.557(Ft.) Average velocity - 5.549(Ft/a) Total irregular channel flow = 263.353(CFS) Irregular channel normal depth above invert elev. - 3.557(Ft.) Average velocity of channel(a) = 5.549(Ft/a) Sub-Channel No. 1 critical depth = 3.141(Ft.) ' ' ' critical flow top width - 23.555(Ft.) ' ' ' critical flow velocity= 7.120(Ft/a) ' ' ' critical flow area = 36.988(Sq.Ft) Adding area flow to channel Uaer specified 'C value of 0.620 given for subarea Rainfall intensity = 2.563(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0.620 Subarea runoff = 47.458(CFS) for 29.870(Ac.) Total runoff - 281.061(CFS) Total area = 147.14(Ac.) Page 9 0 9605P7.OUT +++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/atation elevation = 201.00(Ft.) Downstreara point/station elevation = 197.44(Ft.) Pipe length = 278.84(Ft.) Manning'a N = 0.013 No. of pipes = 1 Reguired pipe flow = 281.061(CFS) Given pipe size - 72.00(In.) Calculated individual pipe flow = 281.061(CFS) Normal flow depth in pipe - 39.66(In.) Flow top width inside pipe = 71.63(In.) Critical Depth = 55.07(In.) Pipe flow velocity = 17.60(Ft/a) Travel time through pipe = 0.26 min. Time of concentration (TC) = 26.02 min. End of computations, total study area = 147.14 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++-^++++++++++++++++ Page 10 0 Basin 7 Hydraulics 9605P7.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aea) Ver. 8.0 Releaae Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * PROPOSED BASIN 7 * * 9605P7.RES * ************************************************************************** FILE NAME: 9605P7.DAT TIME/DATE OF STUDY: 09:51 09/13/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data uaed.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 708.00- 4.59 Dc 10682.62 3.98* 11025 13 } FRICTION 707.00- 4.59*Dc 10682.62 4.59*Dc 10682.62 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. *****************************************************************^,^,^,^,^,^,^,^^,^.l,^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 708.00 FLOWLINE ELEVATION = 197.44 PIPE FLOW = 281.10 CFS PIPE DIAMETER = 60.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL - 201.440 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 4.00 FT.) IS LESS THAN CRITICAL DEPTH( 4.59 FT.) —=> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 708.00 : HGL = < 201.420>;EGL- < 205.789>;FLOWLINE- < 197.440> ***************************************************************^,*^,^,^,^,^,^,^,.l^^^,^^^ FLOW PROCESS FROM NODE 708.00 TO NODE 707.00 IS CODE - 1 UPSTREAM NODE 707.00 ELEVATION = 201.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 281.10 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 278.84 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.91 CRITICAL DEPTH(FT) = 4.59 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.59 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: (1^0 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ Page 1 9605P7.RES lOL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 . 000 4 .591 14 .888 8 .035 10682 .62 0 .219 4 .564 14 .948 8 .036 10683 .29 0 .884 4 .537 15 .010 8 .037 10685 .31 2 .011 4 .509 15 .075 8 .040 10688 .67 3 .624 4 .482 15 .141 8 . 044 10693 .35 5 .749 4 .455 15 .210 8 .050 10699 .36 8 422 4 .428 15 .281 8 .056 10706 70 11 686 4 .401 15 .354 8 .064 10715 37 15 593 4 373 15 429 8 .072 10725 37 20 206 4 346 15 507 8 082 10736 71 25 602 4 319 15 587 8 094 10749 40 31 876 4 292 15 668 8 106 10763 45 39 146 4 264 15 752 8 120 10778 86 47 559 4 237 15 839 8 135 10795 65 57 302 4 210 15 927 8 151 10813 82 68 617 4 183 16 018 8 169 10833 40 81 824 4 156 16 111 8 189 10854 40 97 357 4 128 16 206 8 209 10876 83 115 826 4 101 16 304 8 231 10900 70 138. 128 4 074 16 404 8 255 10926. 05 165 . 652 4 047 16. 507 8 280 10952. 89 200. 729 4 019 16. 612 8. 307 10981. 23 247. 731 3 . 992 16. 719 8 . 335 11011. 11 278 . 840 3 . 980 16. 768 8. 349 11025. 13 NODE 707.00 HGL < 205.591>;EGL- < 209.035>;FLOWLINE- < 201.000> *********************************************************^^^,^^^^.,^.,^^^^^^^^^^^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 707.00 FLOWLINE ELEVATION = 201 00 ASSUMED UPSTREAM CONTROL HGL - 2 05.59 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 CHART 2 I 1 I Q=2&I.V )\^/[^ (Grooved e-^) ''•'^-^ - 2/^'HEADWATER DEPJH FOR ^ N C R E T Bijy R EIC U lIV E BT S "^^^™D".':V«" WITH INtET-CONfROL BUREAU OF PUBLIC ROADS JAN. 1963 5-22 Mi?;--' Basin 8 Hydrology 0 960508.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational raethod hydrology program baaed on San Diego County Flood Control Diviaion 1985 hydrology manual Rational Hydrology Study Date: 09/14/04 CARLSBAD OAKS - FARADAY (OFFSITE) QIOO HYDROLOGY 960508.OOT ********* Hydrology Study Control Information ********** O'Day Conaultants, San Deigo, California - S/N 10125 Rational hydrology study storra event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) - 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + H. + + + + + + + + + + + + + + ^.^..,..^^.^.^.^.^^.^..^^^.j..^.^.^.^.^.j.^^ Process from Point/Station 1.000 to Point/Station 2 000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.700 given for subarea Initial subarea flow diatance = 290.00(Ft.) Higheat elevation = 370.00(Ft.) Lowest elevation = 367.50(Ft.) Elevation difference - 2.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) - 12.88 min TC - [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.7000)*(290.00*.5)/( 0.86*(l/3)]- 12.88 Rainfall intensity (I) = 4.007 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.700 Subarea runoff = 4.768(CFS) Total initial atream area - 1.700(Ac.) + + + + + + + + + + ++ + + + + + + .K + + + + + + + + + + + + + + + + + + ^. + + ^.^. + ^.^.^.^.^.^.^.^.^.^.^.^.^.j^^.^^^^_^^_^_^^_^^^ Process from Point/Station 2.000 to Point/Station 3 ooo **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street aegment elevation = 367.500(Ft.) ' ' End of street aegment elevation = 366.500(Ft.) Length of street segment - 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) =0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Diatance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Page l # 0 960508.OOT Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break - 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of atreet = 7 152(CFS) Depth of flow = 0.403(Ft.), Average velocity = 1.463(Ft/a) Streetflow hydraulica at midpoint of atreet travel: Halfstreet flow width = 15.402(Ft.) Flow velocity = 1.46(Ft/s) Travel time = 4.33 min. TC = 17.21 min. Adding area flow to street User specified 'C value of 0.700 given for subarea Rainfall intensity = 3.324(In/Hr) for a 100.0 year storra Runoff coefficient uaed for sub-area. Rational method,Q=KCIA, C - 0 700 Subarea runoff = 3.955(CFS) for 1.700(Ac ) Total runoff - 8.723(CFS) Total area = 3.40(Ac ) Street flow at end of street - 8.723(CFS) Half street flow at end of street = 4.362(CFS) Depth of flow = 0.428(Ft.), Average velocity = 1.537(Ft/s) Flow width (from curb towards crown)= 16.635(Ft.) Process from Point/Station 3.000 to Point/Station 4 ooo **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 366.500(Ft.) '— End of atreet segment elevation = 357.000(Ft!) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half atreet (curb to crown) = 20.000(Ft ) Diatance from crown to crosafall grade break = is 500(Ft ) Slope from gutter to grade break (v/hz) =0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance frora curb to property line = 10.000(Ft ) Slope from curb to property line (v/hz) = O 020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street = 13 264(CFq) Depth of flow = 0.327(Ft.), Average velocity - 4.669itt T Streetflow hydraulics at midpoint of street travel- Halfstreet flow width = 11.616(Ft.) Flow velocity = 4.67(Ft/s) Travel time - 0.89 min. TC = 18.10 min Adding area flow to street User specified 'C value of 0.700 given for subarea Ramfall intenaity - 3.217 (In/Hr) for a 100 0 vear atorm Runoff coefficient used for sub-area. Rational methodyS-KCIA^ - 0 700 Subarea runoff = 7.972(CFS) for 3 540(Ac ) C - 0.700 Total runoff = 16.695(CFS) Total area - * 6 94(Ac 1 Street flow at end of street = 16.695(CFS) Half street flow at end of street = a 348(CFS) Depth of flow - 0.350(Ft.), Average velocity = 4.937(Ft/s) Flow width (from curb towards crown) = 12.727 (Ft.) +++++++++++++++++^ ^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 4.000 to Point/Station 5 oon **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 357.000 (Ft.) ' Page 2 0 960508.OOT End of street segment elevation = 342.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break - 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Eatimated mean flow rate at midpoint of street = 23.335(CFS) Depth of flow - 0.393(Ft.), Average velocity = 5.098(Ft/a) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.890(Ft.) Flow velocity - 5.10(Ft/a) Travel time = 1.47 min. TC = 19.57 min. Adding area flow to atreet Uaer specified 'C value of 0.700 given for subarea Rainfall intensity = 3.059(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q-KCIA, C = 0 700 Subarea runoff = 11.820(CFS) for 5.520(Ac ) Total runoff = 28.516(CFS) Total area = 12.46(Ac ) Street flow at end of street = 28.516(CFS) Half atreet flow at end of atreet = 14.258(CFS) Depth of flow = 0.417(Ft.), Average velocity = 5.356(Ft/a) Flow width (from curb towarda crown)- 16.096(Ft.) +++++++++++++++++++++.^^^^.,^.^^.^.^.^^.^.^.^^^^^^_^^^^_^^^^^_^^^_^^^^^_^_^^^^^_^^_^^ ****^lLl''°"' P°^"t/Station 5.000 to Point/Station 802.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street aegment elevation = 342.000 (Ft.) ~ ~ " End of atreet segment elevation = 332.000(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft ) Distance from crown to crossfall grade break = is 500(Ft ) Slope from gutter to grade break (v/hz) - 0.020 Slope frora grade break to crown (v/hz) - 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - o 020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Eatimated mean flow rate at midpoint of atreet = 32 704(CFS) Depth of flow = 0.423(Ft.), Average velocity = 5.934(Ft/a) Streetflow hydraulics at midpoint of street travel- Halfstreet flow width = 16.385(Ft.) Flow velocity = 5.93(Ft/s) Travel time = 0.70 min. TC = 20.28 min Adding area flow to street User specified 'C value of 0.700 given for subarea Ramfall intensity = 2.990 (In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational methodfQ-KCIA, C = 0 700 Subarea runoff = 7.661(CFS) for 3.660(Ac) Total runoff = 36.177(CFS) Total area = 16.12(Ac.) Page 3 0 0 0 960508.OUT Street flow at end of street - 36.177(CFS) Half street flow at end of atreet - 18.088(CFS) Depth of flow = 0.436(Ft.), Average velocity = 6.083(Ft/s) Flow width (from curb towarda crown)= 17.036(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 806.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 319.83(Ft.) Downstreara point/atation elevation = 309.82(Ft.) Pipe length = 279.75(Ft.) Manning'a N = 0.013 No. of pipes = 1 Recjuired pipe flow = 36.177 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 36.177(CFS) Norraal flow depth in pipe = 16.92(In.) Flow top width inside pipe = 21.89(In.) Critical depth could not be calculated. Pipe flow velocity - 15.28(Ft/s) Travel tirae through pipe - 0.31 min. Time of concentration (TC) - 20.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 808.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 309.49(Ft.) Downstream point/station elevation = 292.93(Ft.) Pipe length = 222.66(Ft.) Manning's N = 0.013 No. of pipes - 1 Recjuired pipe flow - 36.177 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 36.177(CFS) Normal flow depth in pipe - 13.21(In.) Flow top width inside pipe - 23.88(In.) Critical depth could not be calculated. Pipe flow velocity = 20.41(Ft/a) Travel time through pipe = 0.18 min. Time of concentration (TC) = 20.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.120(Ac.) Runoff frora this stream - 36.177(CFS) Time of concentration = 20.76 min. Rainfall intensity = 2.945(In/Hr) Program ia now atarting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.900 given for aubarea Initial subarea flow distance = 122.00(Ft.) Highest elevation = 332.99(Ft.) Loweat elevation = 331.34(Ft.) Elevation difference = 1.65(Ft.) Time of concentration calculated by the urban Page 4 0 0 960508.OUT areas overland flow method (App X-C) = 3.60 min. TC = [1.8*(1.1-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.9000)*(122.00*.5)/( 1.35*(l/3)]= 3.60 Setting time of concentration to 5 rainutes Rainfall intenaity (I) - 7.377 for a 100.0 year atorm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea inanoff = 0.797(CFS) Total initial stream area = 0.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 906.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation - 331.340(Ft.) End of street aegment elevation - 303.270(Ft.) Length of street segment = 512.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance frora crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline = 1.500(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of atreet - 2.888(CFS) Depth of flow - 0.248(Ft.), Average velocity - 4.412(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 7.638(Ft.) Flow velocity - 4.41(Ft/s) Travel time = 1.93 min. TC - 6.93 rain. Adding area flow to atreet User specified 'C value of 0.800 given for subarea Rainfall intensity - 5.974(In/Hr) for a 100.0 year storm Runoff coefficient uaed for sub-area, Rational method,Q-KCIA, C = 0 800 Subarea runoff = 3.Oil(CFS) for 0.630(Ac.) Total runoff - 3.808(CFS) Total area = 0.75(Ac.) Street flow at end of street - 3.808(CFS) Half atreet flow at end of street = 3.808(CFS) Depth of flow = 0.267(Ft.), Average velocity - 4.704(Ft/s) Flow width (from curb towards crown)- 8.592(Ft.) +++++++++*++++++++++++++++++++++++++++++++++^+.^^.^^ Process from Point/Station 906.000 to Point/Station 808 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upatream point/station elevation = 293.71(Ft.) ' '— Downstream point/station elevation = 293.38(Ft ) Pipe length = 55.40(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 3.808(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.808(CFS) Normal flow depth in pipe = 8.67(In.) Flow top width inside pipe = 17. 99 (In.) Critical Depth = 8.96(In.) Pipe flow velocity = 4.51(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 7.14 min. Page 5 0 0 960508.OOT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 3.808 (CFS) Time of concentration - 7.14 min. Rainfall intenaity - 5.863(In/Hr) Summary of atream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.177 20.76 2.945 2 3.808 7.14 5.863 Qmax(1) - 1.000 * 1.000 * 36.177) + 0.502 * 1.000 * 3.808) + = 38.089 Qmax(2) - 1.000 * 0.344 * 36.177) + 1.000 * 1.000 * 3.808) + = 16.246 Total of 2 main streams to confluence: Flow rates before confluence point: 36.177 3.808 Maximum flow rates at confluence using above data: 38.089 16.246 Area of streams before confluence: 16.120 0.750 Results of confluence: Total flow rate - 38.089(CFS) Tirae of concentration = 20.764 rain. Effective stream area after confluence = 16.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++^.^.^.+^..^.^.^.^.^.^.^.^.^.^^^^^^^^^^^^ Proceaa from Point/Station 808.000 to Point/Station 810 000 **** PIPEFLOW TRAVEL TIME (Uaer apecified aize) **** Upstream point/station elevation = 292.60(Ft.) ~ Downstream point/station elevation = 291.93(Ft.) Pipe length = 8.07(Ft.) Manning's N = 0.013 No. of pipes - 1 Recjuired pipe flow = 38.089 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 38.089(CFS) Normal flow depth in pipe = 13.18(In.) Flow top width inside pipe - 23.88(In.) Critical depth could not be calculated. Pipe flow velocity = 21.55(Ft/s) Travel time through pipe = 0.01 min. Tirae of concentration (TC) = 20.77 min. +++++++++++++++++++++.n.+++++++++++++++++++.^.^^^.,..^.^^.^.^^.^^^^^^.^^_^_^^^^^_^_^_^ Process from Point/Station 810.000 to Point/Station 810 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream nuit±)er: 1 Page 6 0 960508.OOT Stream flow area = 16.870(Ac.) Runoff from this stream = 38.089(CFS) Time of concentration = 20.77 min. Rainfall intensity = 2.944(In/Hr) Program is now atarting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 1002.000 to Point/Station 1004.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.900 given for subarea Initial subarea flow diatance - 122.00(Ft.) Highest elevation - 332.99(Ft.) Lowest elevation = 331.34(Ft.) Elevation difference = 1.65(Ft.) Time of concentration calculated by the urban areaa overland flow method (App X-C) - 3.60 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC - [1.8*(l.l-0.9000)*(122.00*.5)/( 1.35*(l/3)]- 3.60 Setting time of concentration to 5 minutes Rainfall intensity (I) - 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.900 Subarea runoff - 0.797(CFS) Total initial stream area - 0.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceas from Point/Station 1004.000 to Point/Station 810.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 331.340(Ft.) End of atreet segment elevation = 302.690 (Ft.) Length of street segment = 518.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Diatance from crown to crosafall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow ia on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at raidpoint of street = 4.316(CFS) Depth of flow = 0.276(Ft.), Average velocity = 4.860(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.037(Ft.) Flow velocity - 4.86(Ft/s) Travel tirae - 1.78 min. TC - 6.78 min. Adding area flow to street Uaer apecified 'C value of 0.610 given for aubarea Rainfall intensity - 6.064(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q-KCIA, C = 0 610 Subarea runoff = 3.921(CFS) for 1.060(Ac.) Total runoff = 4.718(CFS) Total area = 1.18(Ac.) Street flow at end of street = 4.718(CFS) Half street flow at end of street = 4.718(CFS) Depth cpf flow = 0.283(Ft.), Average velocity = 4.963(Ft/a) Flow width (from curb towarda crown)- 9.377(Ft.) Page 7 • 960508.OUT ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inaide Main Stream ia listed: In Main Stream number: 2 Stream flow area - 1.180(Ac.) Runoff from thia atream = 4.718(CFS) Time of concentration = 6.78 min. Rainfall intensity = 6.064(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(1) Qmax(2) 38.089 4 .718 20 . 77 6.78 1.000 * 0.486 * 1.000 * 1.000 * 1.000 1.000 0.326 1.000 2.944 6.064 38.089) + 4.718) + 38.089) + 4.718) + 40.380 17.145 Total of 2 main atrearaa to confluence: Flow rates before confluence point: 38.089 4.718 Maximum flow rates at confluence using above data: 40.380 17.145 Area of atrearaa before confluence: 16.870 1.180 Reaulta of confluence: Total flow rate = 40.380(CFS) Time of concentration = 20.770 min. Effective stream area after confluence 18.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 812.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 291.60(Ft.) Downstream point/atation elevation = 286.53(Ft.) Pipe length = 96.67(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 40.380(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 40.380(CFS) Normal flow depth in pipe = 15.94(In.) Flow top width inside pipe - 22.67 (In.) Critical depth could not be calculated. Pipe flow velocity = 18.23(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) = 20.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proceaa from Point/Station 812.000 to Point/Station 814.000 **** PIPEFLOW TRAVEL TIME (User apecified size) **** Upatream point/station elevation = 286.20(Ft.) Downstream point/station elevation = 257.74(Ft.) Pipe length = 41.00(Ft.) Manning's N = 0.024 Page 8 • 960508.OUT No. of pipes = 1 Recjuired pipe flow = 40.380(CFS) Given pipe size - 24.00(In.) Calculated individual pipe flow - 40.380(CFS) Norraal flow depth in pipe = 10.49(In.) Flow top width inside pipe = 23.81(In.) Critical depth could not be calculated. Pipe flow velocity - 30.59(Ft/a) Travel time through pipe = 0.02 min. Time of concentration (TC) = 20.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 816.000 **** PIPEFLOW TRAVEL TIME (User apecified size) **** Upatream point/atation elevation = 257.74(Ft.) Downstreara point/station elevation = 256.96(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.024 No. of pipes = 1 Required pipe flow = 40.380(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow - 40.380(CFS) Normal flow depth in pipe = 16.76(In.) Flow top width inside pipe = 22.03(In.) Critical depth could not be calculated. Pipe flow velocity - 17.24(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 20.89 min. End of computations, total study area - 18.05 (Ac.) Page 9 CATCH ^AS.//U P)CK,/\J(^ yr ^yt ^r. 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 18.00 in.) Water * ( 1.12 in.) ( 0.094 ft.) Circular Channel Section V 0. 500 CFS 10 927 fps 18 000 inches 1 123 inches 0 094 feet 0 262 feet Depth/Diameter (D/d) 0 062 38 440 % 0 046 sq. ft 0 757 feet AR*(2/3) 0 .007 0 .013 Min. Fric. Slope, 18 inch 0 .002 % t Basin 8 Hydraulics t 0 0 OFFFARA.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPOTER PROGRAM PACKAGE (Reference: WSPG COMPOTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aea) Ver. 8.0 Releaae Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue Weat, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * OFFSITE FARADAY * * OFFFARA RES ************************************************************************** FILE NAME: OFFFARA.DAT TIME/DATE OF STUDY: 11:50 09/14/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicatea nodal point data uaed.) UPSTREAM RUN DOWNSTREAM RUN 0 NODE NUMBER 816.00- MODEL PROCESS PRESSURE HEAD(FT) 1.95 Dc PRESSURE+ MOMENTUM(POUNDS) 1199.79 FLOW DEPTH(FT) 0.83* PRESSURE+ MOMENTUM(POUNDS) 2599.72 814.50- FRICTION 1 95 DC 1199 79 0. 76* 2898.85 814.00- JUNCTION 2 11 1223 42 0 . 73* 3064.17 812.50- FRICTION 1 95 DC 1199 79 1. 59* 1299.23 812.00- JUNCTION 2 34 1268 79 1. 40* 1434 .62 810.50- FRICTION 1 95*DC 1199 79 1. 95*DC 1199.79 810.00- JUNCTION 2 86* 1259 56 1. 50 1216 .73 808.50- FRICTION 2 42* 1173 09 1 64 1147.87 808.00- JUNCTION 3 59 1316 13 1 11* 1466 .55 806.50- FRICTION 1 93 DC 999 71 1 41* 1163.09 806.00- JUNCTION 1 93 DC 999 71 1 43* 1151.00 804 .00- FRICTION 1 93*DC 999 .71 1 93*Dc 999.71 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 816.00 FLOWLINE ELEVATION = 256.96 PIPE FLOW = 40.40 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 258.560 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.60 FT.) IS LESS THAN CRITICAL DEPTH( 1.95 FT.) Page 1 OFFFARA.RES ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 816.00 : HGL - < 257.788>;EGL- < 274.561>;FLOWLINE- < 256.960> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 814.50 816.00 TO NODE 814.50 IS CODE - 1 ELEVATION - 257.74 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 40.40 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 5.00 FEET MANNING'S N = 0.02400 NORMAL DEPTH(FT) = 1.40 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 0.76 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.95 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSLIRE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.762 36.737 21.732 2898.85 1.890 0.787 35.155 19.990 2776.73 3 .806 0.813 33.696 18 .454 2664.30 5.000 0.828 32.856 17.601 2599.72 NODE 814.50 : HGL = < 258.502>;EGL= < 279.472>;FLOWLINE= < 257.740> ****************************************************************************** FLOW PROCESS FROM NODE 814.50 TO NODE 814.00 IS CODE = 5 UPSTREAM NODE 814.00 ELEVATION - 257.74 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 40.40 24.00 0.00 257.74 1.95 38.887 DOWNSTREAM 40.40 24.00 257.74 1.95 36.748 LATERAL #1 0.00 0.00 0.00 0.00 0.00 O.OOO LATERAL #2 0.00 0.00 0.00 0.00 0.00 O.OOO Q5 0.00—=Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMLTLAE USED: DY=(Q2*V2-Q1*V1 •COS(DELTAl)-Q3*V3*COS(DELTA3)- 0 Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.36422 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 4.00 FEET = 1.457 FEET ENTRANCE LOSSES = - (DY+HVl-HV2)+(ENTRANCE LOSSES) = ( 2.480)+( 0.000) = 2.480 39252 33591 0.000 FEET NODE 814.00 HGL < 258.471>;EGL= < 281.952>;FLOWLINE- < 257.740> ****************************************************************************** FLOW PROCESS FROM NODE 814.50 TO NODE 812.50 IS CODE = 1 UPSTREAM NODE 812.50 ELEVATION = 286.20 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 40.40 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH = 41.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.63 CRITICAL DEPTH(FT) = 1.95 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.59 Page 2 0 OFFFARA.RES GRADUALLY VARIED FLOW PROFILE COMPOTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNE 0. 000 1. 594 15. 042 5. 110 1299. 23 0. 201 1. 556 15 . 405 5. 243 1321 23 0 . 432 1. 517 15. 798 5. 395 1345 75 0 . 696 1. 478 16. 223 5 . 567 1372 96 0 . 997 1. 440 16 . 682 5. 764 1403 04 1 340 1. 401 17. 180 5 987 1436 23 1 731 1 362 17 718 6 240 1472 78 2 177 1 324 18 300 6 527 1512 98 2 688 1 285 18 931 6 854 1557 16 3 274 1 247 19 615 7 225 1605 72 3 948 1 208 20 359 7 648 1659 .08 4 726 1 169 21 168 8 132 1717 .77 5 629 1 131 22 051 8 686 1782 .37 6 .683 1 092 23 015 9 322 1853 .57 7 .922 1 .054 24 .071 10 .057 1932 .18 9 .388 1 .015 25 .232 10 . 907 2019 .13 11 .142 0 .976 26 .511 11 .897 2115 .54 13 .265 0 .938 27 .926 13 .054 2222 .72 15 .872 0 .899 29 .495 14 .416 2342 .26 19 .136 0 .860 31 .245 16 .029 2476 .06 23 .326 0 .822 33 .203 17 .951 2626 .42 28 .896 0 .783 35 .407 20 .262 2796 .16 36 .705 0 .745 37 .900 23 .063 2988 .77 41 .000 0 .731 38 .875 24 .212 3064 . 17 NODE 812.50 HGL - < 287 . 794>;EGL= < 291.310>;FLOWLINE- < 286. 200 0 ****************************************************************************** FLOW PROCESS FROM NODE 812.50 TO NODE 812.00 IS CODE = 5 UPSTREAM NODE 812.00 ELEVATION = 286.53 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 40.40 40 .40 0.00 0.00 DIAMETER (INCHES) 24 .00 24 .00 0.00 0 .00 ANGLE (DEGREES) 27.00 0.00 0.00 FLOWLINE ELEVATION 286.53 286.20 0.00 0.00 CRITICAL DEPTH(FT.) 1.95 1.95 0.00 0 . 00 VELOCITY (FT/SEC) 17.161 15.047 0.000 0.000 0.00—-Q5 EQUALS BASIN INPOT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0, DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE - 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03 944 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.158 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.196)+( 0.000) = 1.196 04526 03362 0.000 FEET NODE 812.00 HGL < 287.933>;EGL= < 292.506>;FLOWLINE= < 286.530> ****************************************************************************** FLOW PROCESS FROM NODE 812.00 TO NODE 810.50 IS CODE = 1 UPSTREAM NODE 810.50 ELEVATION = 291.60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.40 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 96.67 FEET MANNING'S N = 0.01300 Page 3 OFFFARA.RES "NORMAL'DEPTH'(FT)'= i"33' ^^^^!^^_°!!™!!!L:=====--L=====- "~UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1-95 = = =====- = = === = "'GRADUALLY'VARIED FLOW PROFILE COMPOTED INFORMATION: "nTSTANCE'pROM FLOW'DEPTH"VELOCITY SPECIFIC PRESSURE+ 'JoSoUF?? (FT) (FT/SEC) ENERGY(FT) MOMENTUM POUNDS) 0 000 1.954 12.932 4.552 1199.79 o'n" 1.929 13.002 4.556 1200.43 0505 1.904 13.087 4.565 1202.20 ;"090 1.879 13.184 4.579 1204.98 Isn 1-854 13.292 4.599 1208.71 aie? 1.829 13.412 4.623 1213.34 4-065 1.804 13.541 4.653 1218.84 5*482 1.779 13.682 4.687 1225.20 7I33 1.754 13.833 4.727 1232.41 9041 1.729 13.993 4.771 1240.49 11*232 1.704 14.165 4.821 1249.43 ll-jlo 1.679 14.347 4.877 1259.26 i6*6lo 1.654 14.540 4.938 1269.99 Islse 1.629 14.743 5.006 1281.64 22610 1.604 14.959 5.080 1294.25 2B023 1.579 15.186 5.162 1307.84 33 077 1.554 15.425 5.250 1322.46 38*999 1.528 15.677 5.347 1338.14 1.503 15.942 5452 1354.92 54 491 1.478 16.221 5.567 1372.85 64*937 1.453 16.515 5.691 1392.00 78 257 1.428 16.824 5.826 1412.41 _ 96!l28 1.403 17.149 5.973 ^434.15 ^ 96.670 1.403 17.156 5.976 "NODE'"810"50':'HGL'I'<"293.554>;EGL- < 296 .152 >; FLOWLINE- < 291.600> ****************************************************************************** FLOW PROCESS FROM NODE 810.50 TO NODE 810.00 IS CODE - 5 UPSTREAM NODE 810.00 ELEVATION = 291.93 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: .^.^TV PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 38.10 24.00 0.00 291.93 1.94 12.128 DOWNSTREAM 40.40 24.00 - 291.60 1.95 LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 2.30===Q5 EQUALS BASIN INPOT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1* COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.02836 DOWNSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE = 0.02839 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02838 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.114 FEET ENTRANCE LOSSES - 0.520 FEET JUNCTION LOSSES - (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.399)+( 0.520) = 0.919 "NODE "aiO.OO : HGL = < 294 . 788> ;EGL= < 297 . 071> ; FLOWLINE- < 291.930> ****************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 808.50 IS CODE = 1 UPSTREAM NODE 808.50 ELEVATION = 292.60 (FLOW IS UNDER PRESSURE) Page 4 0- OFFFARA.RES CALCULATE FRICTION LOSSES (LACFCD) : TxirH^Tja PIPE FLOW = 38.10 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH - 8.07 FEET MANNING'S N - 0.01300 SF=(Q/K)**2 = (( 38.10)/( 226.218))**2 = 0.02837 HF=L*SF = ( 8.07)*(0.02837) = 0.229 NODE 808.50 : HGL = < 295.016>;EGL- < 297.300>;FLOWLINE- < 292.600> 0 *************************************************************************** FLOW PROCESS FROM NODE 808.50 TO NODE 808.00 IS CODE - 5 UPSTOES NOTE 808.00 ELEVATION- 292.93 (FLOW IS UNDER PRESSURE) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) "^^^^S^i ^'''°F^OW°'''DiAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 36.20 24.00 40.00 292.93 1.93 20.142 DOWNSTREAM 38.10 24.00 - 292.60 1.94 12.128 LATERAL #1 1.90 18.00 50.00 293.38 0.52 1.307 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0.00—-Q5 EQUALS BASIN INPOT— LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY-(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07177 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02836 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05007 JUNCTION LENGTH = 4.00 FEET SiCTION LOSSES = 0.200 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.043)+( 0.000) = 3.043 "NODE'"808'OO':'HGL' = '<"294.043>;EGL= < 300 .343>; FLOWLINE- < 292.930> ,***************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 806.50 IS CODE - 1 UPSTREAM NODE 806.50 ELEVATION - 309.49 (FLOW IS SUPERCRITICAL)_ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW - 36.20 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH = 222.66 FEET MANNING'S N = 0.01300 "NORMM.'DEPTH'(FT) = 1.10 —!!-====— UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) - 1.41 __ __ = = "GRADUALLY VARIED FLOW PROFILE COMPOTED INFORMATION: 0 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (-CONTROL (FT) (FT) (FT/SEC) ENERGY FT) MOMENTUM(POUNDS) 0 . 000 1 413 15 256 5 029 1163 09 1 515 1 400 15 404 5 087 1171 63 3 131 1 388 15 555 5 147 1180 45 4 858 1 375 15 711 5 211 1189 57 6 707 1 363 15 871 5 276 1198 98 8 690 1 350 16 034 5 345 1208 71 10 822 1 338 16 202 5 417 1218 75 13 119 1 325 16 375 5 .492 1229 11 15 601 1 313 16 551 5 .570 1239 81 18 290 1 .301 16 733 5 .651 1250 86 21 215 1 .288 16 . 919 5 .736 1262 .26 24 .409 1 .276 17 .110 5 .825 1274 . 03 27 .912 1 .263 17 .307 5 .917 1286 . 17 Page 5 0 OFFFARA.RES 31.775 36.062 40.855 46.263 52.432 59.568 67.972 78.112 90.771 107.417 131.349 173.154 222.660 NODE 806.50 : HGL 1. 251 17. 508 6. 014 1298.70 1. 238 17. 716 6 . 115 1311.64 1. 226 17. 928 6 220 1324.99 1 213 18 147 6 330 1338.76 1 201 18 371 6 445 1352.98 1 188 18 602 6 565 1367.66 1 176 18 839 6 691 1382.80 1 164 19 083 6 822 1398.44 1 .151 19 334 6 . 959 1414.58 1 .139 19 .592 7 .103 1431.25 1 .126 19 .858 7 .253 1448.45 1 .114 20 .131 7 .411 1466.22 1 .113 20 .136 7 .413 1466.55 < 310 903>;EGL= < 314.519>;FLOWLINE- < 309.490 ********************** *********************************************************' FLOW PROCESS FROM NODE 806.50 TO NODE 806 00 CODE = 5 UPSTREAM NODE 806.00 ELEVATION = 309.82 (FLOW IS SUPERCRITICAL) 0 CALC:ULATE JUNCTION LOSSES; PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER (CFS) (INCHES) 36.20 24.00 36.20 24.00 0.00 0.00 0.00 0.00 0.00 —=Q5 EQUALS BASIN INPOT= = - ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 309.82 309.49 0.00 0.00 0.00 0.00 CRITICAL DEPTH(FT.) 1.93 1.93 0.00 0.00 VELOCITY (FT/SEC) 15.049 15.261 0.000 0 .000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N - 0.01300; FRICTION SLOPE - 0.03453 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03568 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03511 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.140 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.249)+( 0.000) = 0.249 NODE 806 .00 HGL 311.251>;EGL= < 314.768>;FLOWLINE= < 309.820> ****************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 804.00 IS CODE - 1 804.00 ELEVATION = 319.83 (FLOW IS SUPERCRITICAL) UPSTREAM NODE CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 36.20 CFS PIPE DIAMETER PIPE LENGTH - 279.75 FEET 24.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 1.41 ^^^"^^^;_°!!™l!!L:___====:!!—=— UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1-93 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: PRESSURE+ MOMENTUM(POUNDS) 999.71 1000.01 1000.89 1002 .30 1004 .23 1006.66 1009.57 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 1.930 11.648 4 .038 0.117 1.909 11.710 4 .039 0.452 1.888 11.779 4 .044 0.995 1.867 11.856 4 .051 1.741 1.847 11.939 4 .062 2.692 1.826 12.030 4 .074 3 .855 1.805 12.126 4 .090 Page 6 0 NODE 5.242 6.870 8.760 10.939 13 .441 16.309 19.599 23 .381 27.744 32.810 38.742 45.773 54 .239 64 .669 77.944 95.721 121.723 167.897 279.750 804.00 : HGL OFFFARA RES 1. 784 12.229 4. 108 1012 . 96 1. 764 12.339 4 . 129 1016 . 83 1. 743 12.455 4 . 153 1021. 18 1. 722 12.577 4 . 180 1026. 01 1. 702 12.706 4. 210 1031. 33 1 681 12.841 4. 243 1037 15 1 660 12.982 4 279 1043 47 1 639 13 .131 4 318 1050 30 1 619 13 .286 4 361 1057 66 1 598 13.449 4 408 1065 57 1 577 13.619 4 459 1074 03 1 .556 13.796 4 514 1083 . 06 1 .536 13.982 4 .573 1092 .69 1 .515 14.175 4 .637 1102 . 93 1 .494 14.376 4 .705 1113 .80 1 .473 14.587 4 .779 1125 .32 1 .453 14.806 4 .859 1137 . 53 1 .432 15.035 4 .944 1150 .45 1 .431 15.045 4 .948 1151 .00 < 321 760>;EGL= < 323. 868>;FLOWLINE- < 319. 830 **************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER - 804.00 ASSLIMED UPSTREAM CONTROL HGL - *********************** *************************** FLOWLINE ELEVATION - 319.83 321.76 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 0 0 Page 7 t ff f 1534.RES # ****************************************************************^,.„i,^,^^,.^^,^,.i,^.^.^.^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue Weat, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * 15+34 OFFSITE FARADAY * * 1534.RES * **********************************************************^,^,^,^,^,^,.^^,.i,^.^.^.i^^,^^ FILE NAME: 1534.DAT TIME/DATE OF STUDY: 13:06 09/13/2004 ************************************************************^,*^,^^,^,^^,^^^^^^^^^^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 808.00- 1.69* 119.49 0.72 Dc 49 29 } FRICTION 906.00- 1.43* 90.94 0.75 Dc 49.22 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPOTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM *********************************************************^,^,^,^,^^^^^^^.^^^^^^^^^^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 808.00 FLOWLINE ELEVATION = 293 38 PIPE FLOW - 3.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 295.070 FEET NODE 808.00 : HGL = < 295 . 070>; EGL= < 295 .142>;FLOWLINEn"293'380> **********************************************************^^^^^^^^.,^^^^^^^^^^^ FLOW PROCESS FROM NODE 808.00 TO NODE 906.00 IS CODE = 1 UPSTREAM NODE 906.00 ELEVATION = 293.71 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES __P1PE^LENGTH = 55.40 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = ~~~1~.69 — ——— = PRESSURE FLOW PROFILE COMPUTED INFORMATION: ========= DISTANCE FROM PRESSURE VELOCITY SPECIFIC "'PRESSURE!^! CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0-000 1.690 2.150 1.762 119 49 40-880 1.500 2.150 1.572 98!54 ^ NORMAL DEPTH(FT) = 0.72 CRITICAL DEPTH(FT) = '"o'75 Page 1 0 1534.RES ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPOTED INFORMATION DISTANCE FROM xo.«x.v.^ .^v..-. FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 40.880 1.500 2.150 1.572 98.54 47 112 1.470 2.160 1.542 95.29 53 130 1.440 2.179 1.513 92.13 55 400 1.428 2.188 1.502 90.94 NODE 906.00 : HGL - < 295.138>;EGL- < 295.212>;FLOWLINE- < 293.710> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 906.00 FLOWLINE ELEVATION - 293.71 ASSUMED UPSTREAM CONTROL HGL = 294.46 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 Inlet Rip-Rap Brow Ditch and Catch Basin Sizing Inlet Sizing Hi. 1 Iji it //o^^ /S4 0Z.^s 75^7^ $7<e 'ts S= (^?» li ^=^4^ - . g o {/<>£ d' Tyo^ '^l' C.l HI Hi fn \j^e IZ' rypf '^-i' ^'J. Q/L- 0,77 (^-^£^ ^HA-er <S)/L^C).^^ /-^ 7'5 • Irlr ^ L-^^^J Jp' Type ^1/ ' - SS ^ _ S% ~ A / ^ Hi ill Q/L-.'^(^'^ y \ \ I Mi $-l,%V. y l/^e N' 7//^/ ^ -7 ' ^ 17. (5/L= ,?3y 7, ^ 7. y i/se 5' 7v/^r 'E-'' c:r.i, 2' TY^^ 'E-/' A;^ pe O.-^^ ^^'^^ ^ 7 s-r /^, SITLLA l/Ni^i>£_^ ^iiiCAmLr FAMOAx lit HI iii li : 1 I 111 ttt 0 0 I/Sfc Zo' Ty/°^ 'S-'' ' ^= ^>.27 l/se 12-' Ty^'? '-B-'' ^^'I. Vsp- /D' rv/=r ''S-/' ^'^^ 11- n±hQ Rl 'pA^^ [ACf-<> k-\F^ ^ ill Pug<r£, - .Jo (/se /2^! rv^'^ '^-^z' 7^'7' (/^^ Type ^.X A/(,Q£ St?V /.7 ^'^'^^-^^ I l/se Tv/''^ 'S' ^•7. 6 ^ ]I 5 1713 ^r FA^A c A y Y U^e \2' jype [(l-l' ^.I. 3Ji41.L£.l S: ' B>.7 Vi> Use 12.1 7V/^£ jB>;rL^ I. Q-^ ^(yyr^e • • *' ^ !1 t ! ii! tii C' lypr g' C.T, 11 il i! it 1/1 bf (j^coUdm^'^ 9^ C^i^^k^i^) Moo>t °toc - 3. •il 51 •I £?- ch 0.t1 ^ Ci 0 CHART I-I04.I2 FIGURE 27.3 ONC SlOC 'llll 11 I I OlSCMiRGE (CPS) ONE SiOE EXAMPLE: Gi»tn; 0 » 10 S » 2.5 •/.' Choft 9<f*t 0«pih t 0,4, Wkxifr « 4.4 lft*. M «0 90 REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. ; GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART III-27.7 FIGURE 27.5 OEPTH OF FLOW-^-FEET Oi 0.4 03 06 08 10 .2 3 O at 3 (b) , PARTIAL INTER CEPTiON RATIO h" FOR INLETS OF LENGTH LESS THAN L CAPACITY OF CUR8 OPENING INLETS ON CONTINUOUS GRADE III-27.9 FIGURE 27.1 CHART I-I03.6C REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG III-27.2 0 Rip-Rap Sizing 0 Rip-RAP S.I2 /AJC5 \'^AS/AJ ( • " " t?AAA>*:f I Of h" & ^^^^ if* ul lit ! 11 m Z^C>i^ F^cJ Ot/7 A V e7 OF (z & ^NllL NO OF 1 0 ^ F,^ ^ ^ V^%0 zricF OF '^/^*\Gyf^Auec 0 //op/5 tuf i^fCH7 A^S \^\RA/^ 7- i Mooe Z^H OF ^/t>"Sf^A\JFL \A3i.3^7^?'^c^ foci ]3"F^P^^^^F fAC^^^rC^-'i^^ 0 P It \-^^^{^^^^- OF )"S^^AUj^^^ '^Al^S>' l~q UJ Fi-ouj /jJ (^^T ^ „ ^ ^, - ft) R ^ - 11 -:J3> rV^; TO A; ^ L- >7 • lAot^.^J^js r(>G>_ „ 7>*/<K.^._,..._.-.Fi^-?-. J^<pu/ f^o^ OUT (AAT 'J^kO' OMIM ^A^^A:r J>f "G^AU^^' Mi 'li Mi ii' ii! ' i i ! i! lii 2%o 3>C'RcP Ijoot. SiZ osje^ S^A^^^r or G>^AU£i 0 IF . '/r:^:..iZ.ll^..--I>A^F^ Y-ift3^ fofi. \y = n, -1 o -^^s^ " ^ Q(/.^/^. ^Fd:^-'!^^ '7^^ Z '' 6^^^.^A Qi/i^ (2. _S.A: '"^A. - - ' ^ ii ill iU il' I iii •ii iil Hi 'T0 Uoier: JIIQ.^ ^ - " ^o(A.X^^^^^ ^PS U^^ -70^ RlF-zFK- 1 ~FL3J-^ o^^^ ^FA.^-KA2 OA i7k [^.^AA^^A^.- Oi/^ A- S:A , ...„^ - - - - •• J\[ooe ^JZoA ^ - ^ '— ~ — - \1^13A^ - - - ~- ; ^:t^f^_,\jAin'-^.Zo^fS^^^^^^^^^^^ R.j^SA£,r±j, y 0 \^^±JUL^...^r}±L^^^ /.X.^.7_i^a._ TldlCJ!^^ F^*' ^ ^1.^.C1F£....^^^ y^t^A).G.M.^i- CAA%A.^K}f'A^^, ?^ ^'^^ E^L A/JKiT , O f % 1,<S.,.'^^.^^^<^- ^ ' A^±^^L-.J2JSL - • — ' j^oA: \/- 9^%^ F^ ^ 4^^^ FAtr //i.^ CA^.^. ^\^A.FAF^1^ )y OVAJZ.^ UA4^<^7 dF%"^^^^^^ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel- (760) 931-7700 Fax: (760) 931-8680 Minimum FRICTION SLOPE Data for Rectangular Channel, Flowing FULL: D^T^Tid^ BJ^^^ Entered Data: Flowrate ^42.000 CFS OvTL^ T conduit Size, Wid. x Hgt. 4.300 by 5.700 feet Mannings 'n' 0-0130 Calculated Data: Conduit X-section Area = 24.510 SF Wetted Perimeter = 20.000 feet Vel. at Min. Fric. Sip. = 26.193 Ft/Sec Minimum Friction Slope = 4.004 % Minimum FRICTION SLOPE Data for Rectangular Channel, Flowing FULL: '"'Tlowrft^ 642.000 CFS conduit si;e, Wid. x Hgt. 5.000 by 7.000 feet Mannings 'n' 0.0130 Calculated Data: Conduit X-section Area = 35.000 SF Wetted Perimeter = 24.000 feet vel. at Min. Fric. Sip. = 18.343 Ft/Sec Minimum Friction Slope = 1.557 % 0 Page 1 LO-347 HYDRAULIC GRADE LINE - ^= 183 (J xl' RC5 PROJECT Hi-0.35 li. 29 Ho-0.25 0 29 Vj' FINAL H-Hf • Ht "27" Ht-H^^Hi^H,, . SEE LD-72(D)b7 80° K 0.70 0.b6 70° K- O.bl «» K- 0.55 0.47 40° K« 0.38 30° K» 0.28 25° IC*0.22 15" K K> T—I 1—1 I I r •200-1.6.1 Selection of Riprap and Flltar Blanket HaTSFTaT FROM: SPECIAL PR0VI51OMS RE&IOKIAL STO. specs. (\9S2) 200-1.6 Ston2Jor_Rlprap (p. 69) PERCENTAGE LARGER IFntar Blanket 13) Upper Layer(s) Opt. llOpt. 21 Vel. iRock iRlprap I 5^' I L ^. , Ft/Sec Class Thick- 200 400 Opt. 3 l\) I (2) ness n" U) 1 U) I «i I LowerI ILayerI (6) No. 3 Back-1 6-7 ling .6 3/t6" C2 D.G. I — 9.5-11 Light 2.0 No. 21 Back-1 7-8 png. 1.0 1/4' B3 D.G. I — Fac- 8-9.5|Ing 1.4 3/8" 0.6. I — 1/2- — 3/4", 1 1/2- P.B. 1/4 11-131 Ton 2.7 3/4" 3/4", 1 1/2- I P.B. Sandi 1/2 13-191 Ton 19-17 1 Ton 17-20I2 Ton 3.4 3/4", 1 t/2" P.B. 4.3 1 1/2" — I Type B Sandi Sandi 5.4 — I Type B Sand I ;;;r;^„„t ot -j;-'i,nl;VyoTT^ck slop. size listed '".l^^^^i^eiTtte percentage limit protection shall not exceeo rne P ^^^^^^ listed in the table det«-mlned onj^ ^^9^ Convllano. - +^the P^^^l^^^ individual pieces Practical use of this table Is limited to situations where "T" Is less than 0. (1) Average velocity In pipe or bottom >«l«:»+Y '»» «^^g? dissipator, whichever is greater. • ^ (2) If daslrJd riprap and filter blanket class Is. i I«t^allable, use next larger class. (3) Filter blanket thickness - 1 Foot or -T-, which- ever is less. (4) standard Specifications for Public Works Con- struction. (5.) .O.G. - Disintegrated Granite, I W to 10 KM P.B. » Processed Miscellaneous Base" Tvoe B ' Type B bedding material, (mlnfmum 75*. crKd pa)^cles. 100* passing 2 1/2- sieve. lOJt passing 1" sieve) (6) Sand 75* retained on #200 sieve. FIGURE J9.7 III.304 \95 0 Pipe Collar (see note 5)-/ 8';»-^End sill • 2 - # 4 rebars horizontal and vertical around fence post (typical). PLAN Note: Riprap not shown. PICTORIAL VIEW iHlet box' «J 2'-0'^ Top of slab min of 6" * above channel invert SECTION A-A 4 X Pipe dia (min) Aggregate cutoff wall Channel invert -Tw r-o.5d 1:1 ^Construction Joint lin. thickness: Facing Class 18" Light Class 30" Aggregate subbase bottom and sides 6" thick for facing class 9" thick for light class. SECTION B-B NOTES 1. Design: Equivalent Fluid Pressure = 60 p.c.f. Maximum Outlet Velocity = 35 f.p.s. 2. Concrete shall be 560-C-3250 3. Reinforcing shall conform to ASTM designation A615 and may be grade 40 or 60. Reinforcing shall be placed with 2" clear concrete cover unless noted otherwise. Splices shall not be permitted except as indicated on the plans. 4. For pipe grades not exceeding 20%, inlet box may be omitted. 5. If inlet box is omitted, construct pipe collar as shown. 6. Unless noted otherwise, all reinforcing bar bends shall be fabricated with standard hooks. 7. Five foot high chain link fencing, embed post 18" deep in walls and encase with Class B mortar. 8. In Sandy and Silty soil: a) Riprap and aggregate base cutoff wall required at the end of rock apron. b) Filter cloth (Polyfilter X or equivalent) shall be installed on native soil and base, minimum of 1 ft. overlaps at joinis. 3. Rip rap artd subbase classification shall be as shown on plans. Pipe Dia (in) 18 24 30 4.91 " 36 42 48 54 60 72 Area (sq.ft.) 1.77 3.14 30 4.91 " 7^7 85 ' 9.62 12.57 15.90 19.63 28.27 Max. Q (cfs) 21 38 59 7^7 85 ' 115 151 191 236 339 W 5' • 6" 6' • 9" 8' • 0" 9' • 3" 10' - 6" 11'- 9" 13'fl" 14' • 3" 16' - 6" H 4' - 3" 5' - 3" 6' - 3" 7' - 3" 8' • 0" 9' - 0" 9' - 9" 10'- 9-12' - 3" L 7' - 4" 9' - 0" 10'-8" 12' - 4" 14'- 0" 15' - 8" 17'-4" 19' - 0-22' - 0" a 3' • 3" 3'- 11" 4' - 7" 5' • 3" 6' • 0" 8' - d" 6' • 9" 8'. 11" r - 4" 10'• 0" 8' - 0" 11' - 0" 12' - 9" _ b c 4'- 1" 5' - 1" 6'- 1" 7'- 1" 6' • 0" 8' - d" 6' • 9" 8'. 11" r - 4" 10'• 0" 8' - 0" 11' - 0" 12' - 9" _ b c 2' - 4" 2'-10" 3' • 4" 3'-10" 4- • 5" 4'-11" 2' • fl- 5' - 5" 2' • 2" 5'-11" 6'-11" d 0'-Il-r-2" l'-4" r-7" "0'-8" r-9" 4'-11" 2' • fl- 5' - 5" 2' • 2" 2' - 5" 2' • 9" e fl' - 6" 0' • 6" 0' • 8" r-7" "0'-8" O'-IO" fl' - lfl" I'O" 3' • 0" ro" 3' • 0" r - 3" 3' • 0" f r-6" 2' • 0" 2' - 6" 3' • 0" 3' • 0" I'll"' 3' • 0" '4"' - 5" I'O" 3' • 0" ro" 3' • 0" r - 3" 3' • 0" 9 2'. 1" 2' - 6" 3' • 0" 3' - 6" 3' • 0" I'll"' 3' • 0" '4"' - 5" 4'-11" 5' • 4" 6' • 2" Tf Tb' Tw 8" 7" 7" 10" 9 1/2" 9 1/2"' " " 1 10 10 2" 1/2" 'l/2" _ Ta 7" 8" Revision By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Note 9 7-71 SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Conr 7)t.3. f-KT. CONCRETE ENERGY DISSIPATOR RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE CONCRETE ENERGY DISSIPATOR Cooidmato, n C E 1980^ Dair CONCRETE ENERGY DISSIPATOR DRAWING n M< NUMBER U-4l CONCRETE ENERGY DISSIPATOR DRAWING n M< NUMBER U-4l 0 Brow Ditch and Catch Basin Sizing i 0 5 1 ! IH /A/72) K)Of^e Q' Z2Z. ^7^^y=^^/}/^/^ F^otjy 7^ III i \ j ; i -* * 1 4U T/P^7' i7/Kti> , Moot HIG I Use ^'xD" r//^^ii' l^>7rH FreF^F C :;:/-(/7(j ^OOA l^^H H Q - - S^F Ai^>^f 12// I' ^ f P'7r Al 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter { 49.90 in.) * * AAAAAAAAAAAAAAAAAAAAA Water I I ( 9.21 in.) ( 0.7 68 ft.) I Circular Channel Section 27. 200 CFS 15 773 fps 49 900 inches 9 214 inches 0 768 feet 1 531 feet 0 185 7 000 % 1 724 sq. ft 3 694 feet 1 038 0 .015 Min. Fric. Slope, 4 9.9 inch 0 .039 % 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92 008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter * * * * AAAAAAAAAAAAAAAAAAAAA X * Water * I ( 10.24 in.) ( 0.853 ft.) V Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) ... Slope of Pipe , X-Sectional Area Wetted Perimeter AR^(2/3) Mannings 'n' Min. Fric. Slope, 24 inch Pipe Flowing Full 10 .500 CFS 8 .215 fps 24 . 000 inches 10 .239 inches 0 853 feet 1 158 feet 0 427 2 000 % 1 278 sq. ft 2 847 feet 0. 750 0. 015 0. 287 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) Water ( 9.69 in.) ( 0.807 ft.) Circular Channel Section 9 .500 CFS 7 998 fps 24 000 inches 9 687 inches 0 807 feet 1 102 feet Depth/Diameter (D/d) 0 404 Slope of Pipe 2 000 % 1 188 sq. ft Wetted Perimeter 2 754 feet AR*(2/3) 0 678 0 015 Min. Fric. Slope, 24 inch Pipe Flowing Full 0 235 % (0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel- (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 38.90 in.) hFFRoACti/iUQ A A A A y\ A /\ AAAAAAAAAAAAAA Water • ( 4 ( 0. Circular Channel Section 96 in.) 13 ft.) Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) Slope of Pipe X-Sectional Area Wetted Perimeter AR^(2/3) Mannings 'n' Min. Fric. Slope, 38.9 inch Pipe Flowing Full 13. 500 CFS 22. 037 fps 38. 900 inches 4. 958 inches 0. 413 feet 1. 147 feet 0 127 30 000 % 0 613 sq. ft 2 .367 feet 0 .249 0 .015 0 .036 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92 008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) hloi>£ II03 To lloi Water 0 ( 6.66 in.) ( 0.555 ft.) I I V Circular Channel Section 3 300 CFS 4 638 fps 24 000 inches 6 658 inches 0 555 feet 0 635 feet Depth/Diameter (D/d) 0 277 1 000 % 0 711 sq. ft 2 219 feet AR^(2/3) 0 333 0 015 Min. Fric. Slope, 24 inch 0 028 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) }\loo>fi lloi TO J/OQ Water I I ( 9.99 in.) ( 0.832 ft.) 0 Circular Channel Section I v 7 100 CFS 5 740 fps 24 000 inches 9 988 inches Depth of Flow 0 832 feet 0 947 feet 0 416 1 000 % 1 237 sq. ft 2 805 feet AR*(2/3) 0 717 0 015 Min. Fric. Slope, 24 inch Pipe Flowing Full 0 131 % O'Day Consultants Inc. 2 710 Loker Avenue West, Suite 100 Carlsbad, CA 92 008 Tel: (760) 931-7700 Fax: (760) 931-8680 0 Inside Diameter ( 24.00 in.) Water I { 7.45 in.) ( 0.620 ft.) 0 Circular Channel Section V Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) ..., Slope of Pipe X-Sectional Area Wetted Perimeter AR*(2/3) Mannings 'n' Min. Fric. Slope, 24 inch Pipe Flowing Full 4 .100 CFS 4 . 933 fps 24 .000 inches 7 .446 inches 0 620 feet 0 710 feet 0 310 1 000 % 0 830 sq. ft 2 363 feet 0 413 0. 015 0. 044 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) Mooe \2oi TO lloH Water ( 5.48 in.) ( 0.457 ft.) V Circular Channel Section 7 .100 CFS 13 .126 fps Pipe Diameter 24 000 inches 5 483 inches Depth of Flow 0 457 feet Critical Depth 0 942 feet Depth/Diameter (D/d) 0 228 Slope of Pipe 10 000 % X-Sectional Area 0 541 sq. ft Wetted Perimeter 1 993 feet AR*(2/3) 0 227 0. 015 Min. Fric. Slope, 24 inch Pipe Flowing Full 0. 131 % 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) Water * ( 6.20 in.) ( 0.517 ft.) Circular Channel Section 8 500 CFS 13 216 fps 24 000 inches Depth of Flow 6 199 inches Depth of Flow 0 517 feet 1 042 feet 0 258 8 800 % 0 643 sq. ft 2 133 feet AR"(2/3) 0 289 0 015 Min. Fric. Slope, 24 inch Pipe Flowing Full 0 188 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) hlooE llO'j TO 12.10 Water ( 4.19 in.) { 0.349 ft.) Circular Channel Section 4 900 CFS Velocity 13 328 fps 24 000 inches Depth of Flow 4 187 inches Depth of Flow 0 349 feet 0 784 feet Depth/Diameter (D/d) 0 174 14 200 % 0 368 sq. ft Wetted Perimeter 1 724 feet AR*(2/3) 0 131 0 015 Min. Fric. Slope, 24 inch Pipe Flowing Full 0 062 % (# O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 . . ****** ****** * * * * * * *** *** *** *** |< ( 10.84') >| *** ***^**^^w.s. ( 1.08')******'^'>' *** *** *** *** *** *** *** *** *** *** ****** ** Triangular Channel Flowrate 23.400 CFS Velocity 3.981 fps Depth of Flow 1.084 feet Critical Depth 1.063 feet Freeboard 0.000 feet Total Depth 1.084 feet Width at Water Surface .... 10.843 feet Top Width 10.843 feet Slope of Channel 1.500 % Left Side Slope 5.000 : 1 Right Side Slope 5.000 : 1 X-Sectional Area 5.879 sq. ft. Wetted Perimeter 11.058 feet AR*(2/3) 3.858 Mannings 'n' 0.03 0 0 0 Temporary Desilting Basins t Temporary Desilting Basin Calculations Carlsbad Oaks North J.N. 961005/5 Prepared By: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 1 nFSTLTING PASTN CALCULATIONS SECTION DESCRIPTION Surface Area Calculations 2 Soil Loss Calculations 3 Sununary 4 Dewatering Calculation 5 Exhibits W:\MSOFFICE\WINWORD\OnOIO\NPDESbasln.doc \51 SECTION 1 0 V Surface Area Calculations According to the Fact Sheet for Water Quality Order 99-08-DWQ issued by the State Water Resources Control Board (SWRCB), sediment basins shall, at a minimxmi, be designed and maintained as follows: Option 1: Pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 3. OR Option 2: Sediment basin(s), as measured from the bottom ofthe basin to the principal outlet, shall have at least a capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length of the basin shall be more than twice the width of the basin. The length is determined by measuring the distance between the inlet and the outlet; and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency. OR Option 3: Sediment basin(s) shall be designed using the standard equation: As=1.2QA^s Where: As is the minimum surface area for trapping soil particles of a certain size; Vs is the settling velocity of the design particle size chosen; and Q=CxIxA where Q is the discharge rate measured in cubic feet per second; C is the runoff coefficient; I is the precipitation intensity for the 10-year, 6-hour rain event and A is the area draining into the sediment basin in acres. The design particle size shall be the smallest soil grain size determined by wet sieve analysis, or the fine silt sized (0.01 mm) particle, and the Vs used shall be 100 percent ofthe calculated settling velocity. The length is determined by measuring the distance between the inlet and the outlet; the length shall be more than twice the dimension as the width; the depth shall not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency (two feet of storage, two feet of capacity). The basin(s) shall be located on the site where it can be maintained on a year- round basis and shall be maintained on a schedule to retain the two feet of capacity; OR I option 4: The use of an equivalent surface area design or equation, provided that the (^P design efficiency is as protective or more protective of water quality than Option 3. Sediment basins for Carlsbad Oaks were designed to satisfy the requirements ofQEtion 3, using the following parameters: Appendix n-A-4 ofthe San Diego County Hydrology Manual gives the precipitation for a 10-year, 6-hour storm as 1.9 inches for this project. (See Exhibit "A") P = 1.9 inches/6 hours I = 0.32 avg. inches/hour (per Goldman et al., p. 8.16) Appendix DC ofthe San Diego County Hydrology Manual gives the runoff coefficients for this project as C=0.35 to C=0.45. (See Exhibit "B") Table 8.1 of the Erosion and Sediment Control Handbook (See Exhibit "C") gives the settling velocity for a 0.01 nun sized particle as Vs = 0.00024 feet/second. The San Diego County Soils Interpretation Study gives the soil classification for this project as "B", "C, and «D". (See Exhibit "D") 0 FOR BASIN CALCULATION SUMMARY TABLE SECTION 4. SECTION 2 SOIL LOSS CALCULATIONS CHAPTER 5 OF THE EROSION AND SEDIMENT CQNTROL HANDBOOK DISCUSSES CALCULATING SOIL LOSS WITH THE UNIVERSAL SOIL LOSS EQUATION 5.2a Th* SquatioB Th* iMMral fam of tiM uaivMMl MA IM* w|MiiM IK A-RXKXLSXCXP where A - toil low, taiWCaci*) (yaw) R » ninfill erotioa iadn, in 100 ft - toni/un X in/hr K - M& wodibiUty factor, totu/aer* p*r unit of R LS - ria>« ImtgHk mui itwpmn factor, lilmenilfwilMi C I* viyitiilivo oow factor, P - wooion oootNi pmetieo factor, i 0 RAINFALL INDEX "R" RAINFALL EROSION INDEX "R" IS BASED ON THE GEOGRAPHICAL Fig. 5.S Dittribution of storm type* in the wottom United State*. (4) Type H itorau occur In Ariwwa. Cotorodo, Idoho, Montono, Nevodo, New Mexico, Utah, and Wyominf D - 2-VBar, 6 hf rain, mn t'lg. H.ri Helaticin.s between averace annual ernsidn index and '2-year, R-hr ramfall in California 1141 The difiteences fal peak hitensity ore fleeted kl the coeffidents of the eqiw- ti<»e for the rafaifott factor, riguce &S is o graidiicel lepreoentation of the etpia- tioaa. The equationt, oleo ihown on the curvet for eech individaal stona type, are: «-27p" typon fl-165Sp" typel RMIOJZ^ typelA "P" FOR THIS EQUATION IS THE PRECIPITATION FOR A 2-YEAR, 6-HOUR STORM EVENT. APPRNDTX TT-A-2 FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL GIVES P = 1.4 (SEE EXHIBIT "E") R = 16.55*P'^2.2 = 16.55*1.4^2.2 = 34.7 0 SOIL FACTOR "K" FROM THE SOILS REPORT, THE SITE CONSISTS OF 50% SAND AND 50% CLAY AND SILT. ASSUMING HALF OF THE 50% IS CLAY, THE OTHER HALF SILT K = 0.24 (SEE TABLE BELOW) 0 PBRCBNT ' gQ CLAY PBRCBNT SILT 0 LENGTH SLOPE AND STEEPNESS FACTOR "LS" SLOPE LENGTH Ai^D STEEPNESS FACTOR "LS" IS CALCULATED USING TABLE 5.5 OF THE EROSION AN SEDIMENT CONTROL HANDBOOK. (SEE EXHIBIT "F") FOR BASIN CALCULATION SUMMARY SEE SECTION 4 VEGETATION COVER FACTOR "C" THE COVER FACTOR TABLE LISTED BELOW IS USED FOR AREA UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE THE HIGHEST VALUE IS ASSUMED. C=1.0 Type eft Native Msatetion (uadieturbed) 90% comr. •anual frnm, i Wood Bbar Buleh. % toWecn (1.7 t/hmi. with aMdt Bae*Werawt.iiiUt Straw anikkt IJl toWacn (3.4 t/ha). tadud doww 4 teoa/aoa (a.O I/ha), tadad < SeaiMa meter reenanBOb ie La • OuOt M <u •0 OB w 1* OS to ttjW w .lt.U.1 tFloriinii ii»io»!l. EROSION CONTROL PRACTICE FACTOR "P" THE P VALUES LISTED BELOW ARE GIVEN FOR AREAS UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE, THE HIGHEST VALUE WAS ASSUMED. P=1.3 TABLB P Faeton for CoaatractioB SUe* (Adapted boa Hit 1») Sorface eoadftiaB CnmpactaO and uBooth Tracfcwalhed alOB( eoatour* Trackwelhad up aad down ilopat M Punched draw Roufh, in««otar cut a* Looae to IS-la (30.«ai) dopth *TtW ataite oriMUa up mai don ilapo. tTM4 Mika oiiMtad pwsIM ts cauMin. a* la net. •.• O-te. SECTION 5.31, PAGES 5.27 TO 5.28 LISTS A STEP BY STEP PROCEDURE FOR USING THE UNIVERSAL SOIL LOSS EQUATION (SEE EXfflBIT "G") FOR BASIN CALCULATION SUMMARY SEE SECTION 3 0 SECTION 3 0 (0^ np.«;/7fa//on Basin Calculations Qavg = C X iavg X A C = 'avg ~ P6 = 'avg ~~ A = 0.45 Pg/e hr. 1.9 in. 0.32 in./hr 5.5 ac. Q3^g= 0.78375 cfs As= 12Q V, SitandDiDe Calculations Q = H = 28.1 1 Case 1 Q = CPH^'^ C= 3.0 P = 9.366666667 ft d = 2.98 ft cfs ft. Case 2 Q = CA(2gh C = 0.67 A= 5.22 d = 2.58 36" pipe 0 Vs= 0.00024 ft/sec min. As = 3919 sf actuai As = 5970 sf Soil Loss Calculations A=RxKxLSxCxP R=16.55(py 2.2 p = 1.4 R = 34.70 K = 0.24 C = 1.0 P = 1.3 in. Area Use % Area Length Slope/ Grade LS Slope 23 80 2:1 15.94 Pad 77 500 2 0.33 Ave LS = 3.92 A = 42.44 tn/yr/ac Soii Loss = 233.4 4244 tn/yr cf Desiltation Basin Calculations Qavg - C X iavg X A C = 0.45 iavg= Pe/ehr. P6= 1.9 in. iavg = 0.32 in./hr A = 8.8 ac. Qavg = 1.254 cfs As= im Standpipe Calculations Q = H = 29.7 1 Case 1 Q = CPH^" C= 3.0 P = 9.90 d= 3.15 36" pipe ft ft cfs ft. C^ A d Case 2 Q = CA(2gh 0.67 5.52 2.65 V,= 0.00024 ft/sec 0 min. As = 6270 sf actuai As = 6300 sf So/7 Loss Calculations A=RxKxLSxCxP R=16.55(p) 2.2 P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 0 Pad 100 600 2 0.34 Ave LS = 0.34 A = 3.68 tn/yr/ac Soii Loss = 32.4 tn/yr = 589 cf 0 Lot 3 Desiltation Ra*t/n Calculations Qavg - C X iavg X A C = 0.37 i3,g= P6/6hr. P6= 1.9 in. 0.32 in./hr ac. 'avg A= 5.2 Qavg= 0.609267 cfs A.= L2Q V, = 0.00024 ft/sec Standpipe Calculations Q = H = 22.9 1 C = P = d = Case 1 Q = CPH^'^ 3.0 7.63 2.43 30" pipe ft ft cfs ft. Case 2 Q = CA(2gh C = 0.67 A = 4.26 d = 2.33 min. As = 3046 sf actuai As = 4330 sf So/7 Loss Calculations A=RxKxLSxCxP \2.2 R=16.55(pr p= 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Slope 17 60 2:1 13.81 Pad 83 600 2 0.34 Ave LS = 2.63 A = 28.47 tn/yr/ac Soil Loss = 148.0 tn/yr 2692 cf (W Lot 4 Desiltation Basin Calculations Qavg - C X iavQ X A avg • C = 0.38 i3,g= P6/6hr. P6= 1.9 iavg = 0.32 in. A = 4.1 in./hr ac. Qavg= 0.493367 cfs As= L2Q Standpipe Calculations Q = H = 20.1 1 Case 1 Q = CPH^' C = P = d = 3.0 6.70 2.13 30" pipe ft ft cfs ft. Case 2 Q = CA(2gh C = 0.67 A = 3.74 d= 2.18 0 Vs= 0.00024 ft/sec min. As = 2467 actuai As = 5250 sf sf So/7 Loss Calculations A=RxKxLSxCxP R=16.55(p)" P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 28 70 2:1 14.91 Pad 72 500 2 0.33 Ave LS = 4.41 A = 47.76 tn/yr/ac Soil Loss = 195.8 3561 tn/yr cf 0 Lots Desiltation Basin Calculations Qavg ~ C X iavg ^ ^ Standpipe Calculations 0 Q = H = 20.5 1 cfs ft. So/7 Loss Calculations A=RxKxLSxCxP R=16.55(p)" P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Slope 10 40 2:1 11.27 Pad 90 400 2 0.30 Ave LS = 1.40 A = 15.12 tn/yr/ac Soil Loss = 52.9 962 tn/yr cf C = 0.4 'avg ~ P6/6 hr. Case 1 Case 2 P6 = 1.9 in. Q = CPH^'^ Q = CA(2gh 'avg ~ 0.32 in./hr A = 3.5 ac. C= 3.0 C = 0.67 P = 6.83 ft A= 3.81 Qavg ~ 0.443333 cfs d= 2.18 ft d = 2.20 As = 1.2Q 30" pipe Vs Vs = 0.00024 ft/sec min. As = 2217 sf actuai As = 2822 sf 0 Lot 6-WEST Desiltation Basin Calculations Qavg ~ C X iavg X A C = 0.38 Pel6 hr. 1.9 in. 0.32 in./hr 3.8 'avg P6 = 'avg ~ A = ac. Qavg= 0.457267 cfs As= 12Q Standpipe Calculations Q = H = Case 1 Q = CPH^'^ C= 3.0 P = 6.20 ft d= 1.97 ft 18.6 1 cfs ft. Case 2 Q = CA(2gh C = 0.67 A = 3.46 d= 2.10 30" pipe Vs= 0.00024 ft/sec 0 min. As = actuai As = 2286 sf 4150 sf So/7 Loss Calculations A=RxKxLSxCxP R=16.55(p) 2.2 P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 20 80 2:1 15.94 Pad 80 300 2 0.28 Ave LS = 3.41 A = 36.94 tn/yr/ac Soii Loss = 140.4 2552 tn/yr cf (^Lot6-EAST nefiiltation Basin Calculations P Qavg - iavg X A C= 0.4 i3,g= P6/6hr. P6= 1.9 in. iavg = 0.32 in./hr A = 5.3 ac. Qavg= 0.671333 cfs As= 12Q Vs Vs= 0.00024 ft/sec min. As = 3357 sf actual As = 5100 sf So/7 Loss Calculations A = RxKxLSxCxP R=16.55(p)" p= 1.4 in. Standpioe Calculations Q = H = 34.2 1 cfs ft. Case 1 Q = CPH'"'' C= 3.0 P= 11.40 d = 3.63 42" pipe ft ft R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 20 80 2:1 15.94 Pad 80 400 2 0.30 Ave LS = 3.43 A = 37.11 tn/yr/ac Soil Loss = 196.7 3576 tn/yr cf Case 2 Q = CA(2gh C = 0.67 A = 6.36 d = 2.85 Desiltation Basin Calculations Qavg - C X iavg X A C = 0.35 iavg= Pe/ehr. P6= 1.9 in. iavg = 0.32 in./hr A = 6.7 ac. Qavg= 0.742583 cfs 1.2Q Vs Standpipe Calculations Q = H = 25.9 1 c = p = d = Case 1 Q = CPH^" 3.0 8.63 2.75 ft ft cfs ft. C^ A^ d Case 2 Q = CA(2gh 0.67 4.81 2.48 36" pipe Vs= 0.00024 ft/sec 0 min. As = 3713 sf actual As = 6400 sf So/7 Loss Calculations A = RxKxLSxCxP R=16.55(py 2.2 Basin Dewaterina Calculation Ao= A,(2H) 1/2 P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 20 95 2:1 17.37 Pad 80 600 2 0.34 Ave LS = 3.75 A = 40.55 tn/yr/ac Soil Loss = 271.7 tn/yr 3600(T)Cd(g) H = T = Cd = 1/2 2 40 0.6 32.2 Ao= 0.026108 3.76 4940 cf Lota 0 'De.<tiltation Basin Calculations Qavg — Q X iavg X A C = 0.38 iavg = Pe/e hr. P6= 1.9 in. 'avg A = 0.32 in./hr 11.5 ac. Qavg= 1.383833 cfs As = 1.2Q Vs Standpipe Calculations Q = H = 40.2 1 cfs ft. Case 1 Q = CPH*' C= 3.0 P= 13.40 d = 4.27 48" pipe' ft ft Case 2 Q = CA(2gh C = 0.67 A = 7.47 d = 3.09 Vs = mm. As = actual As = 0.00024 ft/sec 6919 sf 9492 sf 0 Soil Loss Calculations A = RxKxLSxCxP R=16.55(p)" P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Siope 20 80 2:1 15.94 Pad 80 1000 2 0.40 Ave LS = 3.51 A = 37.97 tn/yr/ac Soii Loss = 436.7 7940 tn/yr cf BORROW Desiltation Basin Calculations Qavg ~ C X igvg X A C = 0.35 i3,g= P6/6hr. P6= 1.9 in. 'avg A = 0.32 in./hr 7.8 ac. Qavg= 0.868933 cfs A.= 1.2Q V. Standpipe Calculations Q = H = 7.2 1 Case 1 Q = CPH"" C= 3.0 P = 2.40 d = 0.76 18" pipe ft ft cfs ft. Case 2 Q = CA(2gh C = 0.67 A= 1.34 d= 1.31 Vs= 0.00024 ft/sec min. As • actual As • 4345 sf 4410 sf So/7 Loss Calculations A=RxKxLSxCxP R=16.55(p)" P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Slope 10 50 2:1 12.6 Pad 90 640 2 0.18 Ave LS = 1.42 A = 15.39 tn/yr/ac Soil Loss = : 120.7 2194 tn/yr cf 0 SECTION 4 i ! J0 1 i 1 - j 1 '; ! . -I At—— .^A^f» (o ooooQH-t) ^ _^T5„ \18 Table 1 0 SUMMARY BASIN MINIMUM BASIN SURFACE AREA BASIN SURFACE AREA AT 4'DEPTH DIAMETER 1 3713 SF 5970 SF 36" 2 5940 SF 6300 SF 36" 3 2886 SF 4330 SF 30" 4 2337 SF 5250 SF 30" 5 2100 SF 2822 SF 30" 6 WEST 2166 SF 4150 SF 30" 6 EAST 3180 SF 5100 SF 42" 7 3518 SF 6400 SF 36" 8 6555 SF 9492 SF 48" W:\MSOFFICBWINWORD\96-1005\Table 1 - Basin Summary.xls 0 SECTION 5 0 i%l COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 0 10-YEAR 6-HQUll PRECIPITATION ^5 30' 15' 33' ^5' Pr»pi U.S, DEPARTMErJT ^le- ISOPLUVIALS PRECIPITATION Ifl QF 10-YEAR 6-liaUn EHTIIS OF AN INCH NATIONAL OCEANIC ANO AT OF COMMERCE > I St-ECIAL STUDIES DRANCH. 0 KFICU OF l|\ OBOLOOY, NATIONAt WEATHER SERMCt 30' 118 :»SI>IIERIC ADMINISTRATION <4 ir><Hii^?M r> 0 LAND USE RUNOFF COEFFICIENTS (R.\TIONAL METHOD) Coefficient, C Soil Group (1) A B C D Undeveloped .30 .35 .40 .45 Residential: .Rural . 50 . 53 .40 . -*3 Single Family .40 .45 .50 . 55 Multi-Units .45 .50 .60 . TO Mobile Homes (2) .45 .50 .53 .65 Commercial (2) 30% Impervious .70 . 75 .80 .35 Industrial (2) .80 .35 .90 .95 90% Impervious -N'OTES: (1) Obtain soil group frora maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 30% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actuai imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = i° X 0.85 = 0. 53 W APPEN'DIX IX 8.1« Erosion and Sediment Control Handbook Sediment Retention Structui TABLE 8.1 Surface Area Requirements of Sediment Traps and Basins Surface area requirements. 0 Settling velocity, ft' per ftVsec (m' per mVsec Particle size, tnm ft/sec (m/sec) discharge discharge) 0.5 (coarse sand) 0.19 (0.058) 6.3 (20.7) 0.2 (medium sand) 0.067 (0.020) 17.9 (58.7) 0.1 (fine sand) 0.023 (0.0070) 52.2 (171.0) 0.05 (coarse silt) 0.0062 (0.0019) 193.6 (635.0) 0.02 (medium silt) 0.00096(0.00029) 1,250.0 (4,101.0) 0.01 (fine silt) 0.00024 (0.000073) 5,000.0 (16,404.0) 0.006 (clay) 0.00006 (0.000018) 20,000.0 (65,617.0) weight composed of particles in the 0.01- to 0.02-min range. A surface area 4 times larger would be needed to capture 5 percent more of this soiL A balance between the cost-effectiveness of a certain basin size and the desire to capture fine particles must be achieved. It is desirable to capture the very small soil particles (clays and fine silts) because they cause turbidity and other water quality problems. However, Table 8.1 shows that a basiit would have to be very large to capture particles smaller than 0.02 mm, particularly clay particles 0.005 mm and smaller. Because of the high cost of trapping very small particles, the authors recommend 0.02 as the design particle size for sediment basins except in areas with coarse soils, where a larger design particle may be used. The 0.02-mm particle is classified as a medium silt by the AASHTO soil classification system. 8.2d Basia Discharge Rate The peak discharge, calculated by the rational or another approved method, is used to size the basin riser. During any major storm, a sediment basin should fill with water to the top of its riser and then discharge at the rate of inflow to the basin. A sediment basin is not designed with a large water stoiage voliune as is a reservoir. If the inflow exceeds the design peak flow used to size the riser, the overflow should discharge down an emergency spillway. 8.2e Design Runoff Rate In the equation for surface area of a sediment basin, the discharge rate Q is a variable to be chosen by the destgner. The above discussion of basin discharge rate shows that the discharge rate is, to a large extent, equal to the inflow. The riser is sized to handle the peak inflow to the basin. The authors suggest deter- mining the surface area by the average runoff of a 10-year, 6-hr storm instead I of the peak flow. A substant and basin efficiency is not si{ Consider a basin designed off rate. The average rainfall storm (Sec. 4.1f)- On a site w ideal settling conditions thia soil (i.e., 62 percent of the particles). If the surface area of thL would be roughly 3 times I. Reclamation (10), 25 percen period (Fig. 4.2). Since the r limeters) per hour, the pea] percent of the 6-hr total. Sii discharge rate (A = 1.2Q/V times the average rate (50% flow would be about 3 times sized for the peak flow woul< particles with approximate! cle. Since the 0.02-mm parti with a settling velocity of ( tured. These are approxima Suppose a basin on a site rate. For the purpose of ill« of the San Francisco Bay A tides, by weight, greater th 0.02 mm). A basin with a la ture the 0.01- to 0.02-mm p 67 percent of the eroded ma cent (5/62) by tripling the effective to sis» a bMin^by basin efficiency will not be 8.2f Settling Depth If a basin is too shallow, wi settled particles and decree grit-settling chambers at s< trolled to prevent particle grit chamber (2) is: 1.4 XH i& /T COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION 5- FLOOD CONTROL 0 2-YEAR 6-HOUR PRECIPITATION ^lO-ISOPLUVIALS OF 2-YEAR 6-HOUR PRECIPITATION Wi TENTHS OF AN ItlCH 33* Prrpurcd bjr U S. DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION SPECIAL STUDIES BRANCH. OFFICE OF HVDROLOGV. NATIONAL »EATflER SEBVICg 30' NJ 118" '15' 30' 15' 117" ^5' 30' 15' II6'^ TABLE 5.5 L^^iues* (10) Slope Slope gradient LS values for following slope lengths i, ft (m) 100:1 20:1 12^:1 2%:l 2:1 iy.:i 10 20 30 40 50 60 70 80 90 100 (3.0) (6.1) (9.1) (12.2) (15.2) (18.3) (21.3) (24.4) (27.4) (30.5) 0.5 1 2 — 3 4 0 06 0 07 0.07 0.08 0.08 0.09 0.09 0.09 0.09 0.10 008 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.12 0.12 010 0 12 0.14 0.15 0.16 0.17 0.18 0.19 0.19 0.20 0 14 0 18 0 20 0.22 0.23 0.25 0.26 0.27 0.28 0.29 0.16 0.21 0.25 0.28 0.30 0.33 0.35 0.37 0.38 0.40 0.45 0.48 0.51 0.53 0.56 0.60 0.64 0.67 0.69 0.74 0.78 0.82 0.83 0.89 0.94 0.99 0.98 1.05 1.11 1.17 0.17 0.24 0.29 0.34 0.21 0.30 0.37 0.43 0.26 0.37 0.45 0.52 0.31 0.44 0.54 0.63 0.37 0.52 0.64 0.74 0.38 0.41 0.48 0.52 0.58 0.64 0.70 0.77 0.83 0.91 10:1 10 11 8:1 12.5 15 6:1 16.7 0 43 0.61 0.75 0.87 0.97 1.06 1.15 1.22 1.30 1.37 0 50 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 061 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 081 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 0 96 1 36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 5:1 20 4)4:1 22 2 30 3:1 33.3 1.29 1.51 1.86 2.51 2.98 182 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 2 13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 2 63 3 23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 3 56 4 36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 4 22 5 17 5.96 6.67 7.30 7.89 8.43 8.95 9.43 35 40 45 50 55 3.23 4.57 5.60 6.46 7.23 7.92 4 00 5.66 6.93 8.00 8.95 9.80 4.81 6.80 8.33 9.61 10.76 11.77 5 64 7.97 9.76 11.27 12.60 13.81 6.48 9.16 11.22 12.96 14.48 15.87 8.55 10.59 12.72 14.91 17.14 9.14 11.32 13.60 15.94 18.32 9.70 12.00 14.42 16.91 19.43 10.22 12.65 15.20 17.82 20.48 1)4:1 57 60 1)4:1 66.7 70 75 6.82 9.64 11.80 13.63 7.32 10.35 12.68 14.64 8.44 11.93 14.61 16.88 8.98 12.70 15.55 17.96 9.78 13.83 16.94 19.56 15.24 16.37 18.87 20.08 21.87 16.69 17.93 20.67 21.99 23.95 18.03 19.37 22.32 23.75 25.87 19.28 20.71 23.87 25.39 27.66 20.45 21.96 25.31 26.93 29.34 21.55 23.15 26.68 28.39 30.92 80 10.55 14.93 18.28 21.11 85 11.30 15.98 19.58 22.61 90 12.02 17.00 20.82 24.04 95 12.71 17.97 22.01 25.41 1 1 100 13.36 18.89 23.14 26.72 23.60 25.27 26.88 28.41 29.87 25.85 27.69 29.44 31.12 32.72 27.93 29.90 31.80 33.62 35.34 29.85 31.97 34.00 35.94 37.78 31.66 33.91 36.06 38.12 40.08 33.38 35.74 38.01 40.18 42.24 Calculated from / 65.41 X Is" + 10, 4.56 X s LS 10.000 Vs' + 10.000 LS " topogiBphic factor 1 - Ilope length, ft (m X 0.3048) s <• alope ateepneat, m > axponent dependent upon alope ateepneas (0.2 for alopea < 1%, 0.3 for alopea 1 to 3%, 0.4 for alopea 3.5 to 4.5%, and 0.5 for alopea > 6%) r LS valuea for following slope lengths I, ft (m) 150 200 250 300 350 400 450 600 600 800 900 1000 i (46) (61) (76) (91) (107) (122) (137) (152) (183) (213) (244) (274) (305) i a 0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.13 0.14 0.14 0.14 0.15 0.15 i a 0.14 0.14 0.15 0.16 0.16 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 v 0.23 0.25 0.26 0.28 0.29 0.30 0.32 0.33 0.34 0.36 0.37 0.39 0.40 0.32 0.35 0.38 0.40 0.42 0.43 0.45 0.46 0.49 0.51 0.54 0.55 0.57 0.47 0.53 0.58 0.62 0.66 0.70 0.73 0.76 0.82 0.87 0.92 0.96 1.00 i 0.66 0.76 0.85 0.93 1.00 1.07 1.13 1.2Q 1.31 1.42 1.61 1.60 1.69 V 0.82 0.95 1.06 1.16 1.26 1.34 1.43 1.60 1.65 1.78 L90 2.02 2.13 1.01 1.17 1.30 1.43 1.54 1.65 1.75 1.84 2.02 2.18 2.33 2.47 2.61 1.21 1.40 1.57 1.72 1.85 1.98 2.10 2.22 2.43 2.62 2.80 2.97 3.13 i. ^ i. 1.44 1.66 1.85 2.03 2.19 2.35 2.49 2.62 2.87 3.10 3.32 3.52 3.71 f 1.68 1.94 2.16 2.37 2.56 2.74 2.90 3.06 3.36 3.62 3.87 4.11 4.33 ... 1.93 2.23 2.50 2.74 2.95 3.16 3.35 3.53 3.87 4.18 4.47 4.74 4.99 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 3.13 3.62 4.05 4.43 4.79 5.12 5.43 5.72 6.27 6.77 7.24 7.68 8.09 1 3.72 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8.04 8.60 9.12 9.62 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90 5.84 6.75 7.54 8.26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08 ! 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63 1 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 11.55 13.34 14.91 16.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82 i 1 12.52 14.46 16.16 17.70 19.12 20.44 21.68 22.86 25.04 27.04 28.91 30.67 32.32 I 15.50 17.89 20.01 21.91 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 40.01 •i 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 21.83 25.21 28.18 30.87 33.34 35.65 37.81 39.85 43.66 47.16 50.41 53.47 56.36 25.09 28.97 32.39 35.48 38.32 40.97 43.46 45.80 50.16 64.20 57.94 61.45 64.78 j 26.40 30.48 34.08 37.33 40.32 43.10 45.72 48.19 52.79 57.02 60.96 64.66 68.15 i 28.35 32.74 36.60 40.10 43.31 46.30 49.11 51.77 66.71 61.26 65.48 69.45 73.21 ! 32.68 37.74 42.19 46.22 49.92 53.37 56.60 69.66 66.36 7a60 75.47 80.05 84.38 i .'J4.77 40.15 44.89 49.17 53.11 56.78 60.23 63.48 69.54 76.12 80.30 85.17 89.78 1. 37.87 43.73 48.89 53.56 57.86 61.85 65.60 69.15 75.75 81.82 87.46 92.77 97.79 40.88 47.20 62.77 57.81 62.44 66.75 70.80 74.63 81.76 88.31 94.41 100.13 105.55 43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.65 94.57 101.09 107.23 113.03 > 46.55 53.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100.67 107.51 114.03 120.20 49.21 56.82 63.53 69.59 75.17 80.36 86.23 89.84 98.42 106.30 113.64 120.54 127.06 1 51.74 59.74 66.79 73.17 79.03 84.49 89.61 94.46 103.48 111.77 119.48 126.73 133.59 0 Sample Soil Loaa Calcuiation: SteiH>yStep Procedure 1. Determine tho R factor. 2 Based on soil sample particle size analysis, determine the Jf value from the nomograph (Fig. 5.6). Repeat if you have more than one soil sample. 3. Divide the site into sections of uniform slope gradient and length. Assign an LS value to each section (Table 5.5). 4. Choose the C value(s) to represent a seasonal average of the effect of mulch and vegetation (Table 5.6). 5. Set the P factor based on the final grading practice applied to the slopes (Table 5.7). 6 Multiply the five factors together to obtain per acre soil loss. 7 Multiply soil loss per acre by the acreage to find the total volume of sediment. Jf th?soinos^ prediction shows excessive volume lost from the site, consider L) worktg only a portion of the site at one time, (b) altering the slope length and gradient, or (c) increasing mulch application rate or seeding. Pollution Basins (Low Flows) Low Flow Calculations Pipes for low flow are designed to handle the flow produced by an intensity of 0.2 inches of rainfall per hour, as required by Order No. 2001-01 for flow based BMP's. These pipes connect to basins to detain the water. The sizes for the basins are designed by determining the flow that will go through these pipes during a 100-year storm. This is done using the water surface elevation calculated by the computer hydraulics program at the diverter box, and the Bureau of Public Roads nomograph for Headwater Depth for Concrete Pipe Culverts with Inlet Control. Using the time of concentration for the drainage system, and a total time of run-off as 2.67 times the time of concentration, a volume can be calculated. This is the minimum size for these basins. 0 W:\MSOFFICE\WINWORD\96-1005\HYDROLOGY & HYDRAULIC STUDY\Low Flow Calcs.doc CHART 9 1-2000 0 0 Sltpa So- SUBMEROEO OUTLET CULVERT FLOWING FULL HW* H«he-LSa For eullal crown aai lubmartad, computa MW by iiMllwda tfneribat i* MM diai«ii procatun BUREAU OF PUBLC ROtOS J*N. 1963 5 ,6 .S 1-1.0 -2 -3 -4 -5.; -6'. -8 -10 # Mm L. 20 i s-: ; • Cp"CRETE-.PiPE.CULVERTS FLOWING FULL" n=O.OI2 Order No. 2001-01 Page 18 of 52 February 21,2001 S:\STORM\SDPERMmSdpemi9».01\Permit\SDMuniPennit 3.doc xii. Be correctly designed so as to remove poiiutants to the maximum extent practicable; xiii. Be implemented close to poilutant sources, when feasible, and prior to discharging into receiving waters supporting beneficial uses; and xiv. Ensure that post-development runoff.does not contain pollutant loads which cause or contribute to an exceedance of Water quality objectives or which have not been reduced to the maximum extent pradicabie. (c) Numeric Sizing Criteria - The SUSMP shall require structural treatment BMPs to be Implemented for all priority development prajects. All strudural treatment BMPs shall be located so as to infiltrate, filter, or treat the required runoff volume or flow prior to its discharge to any receiving watertxxiy supporting benefidal uses. Strudural treatment BMPs may be shared by mul^le new development projects as long as construdion of any shared structural treatitient BMPs is completed prior to the use of any new development projed from which the strudural treatment BMP will receive runoff. In addition to meeting Vne BMp requirements listed in item F.l .b.(2)(b) above, all strudural treatment BMPs for a single priority development projed shaH collectively be sized to comply with the following numeric sizing criteria: Volume Volume-based BMPs shali be designed to mitigate (infiltrate, filter, or treat) either ile storm I (0.6 inch J The volume of runoff produced from a 24-hour 85"* percentile! event, as determined from the local historical rain^l record i approximate averagejor the San Diego County area);^ or fhe vOfUnigTif runotfpraauced 4>y ilTU 85"' pwmffTlim 24-hour''rainfari event, determined as the maximized capture storm water volume for the area, from the formula recommended in Urban Runoff Qualitv Management WEF Manual of F*ractice No. 23/ASCE Manual of Practice No. 87. f1998): or iii. The volume of annual runoff based on unit basin storage volume, to achieve 90% or more volume treatment by the method recommended in Califomia Stormwater Best Management Practices Handtxaok — Industrial/Commercial, f 1993): or iv. The volume of runoff, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85"* percentile 24-hour runoff event;* OR ^ This volume is not a single volume to be applied to all of San Diego County; The-size of the ss" percentile storm event Is* different for various parts of the County. The Copennittees are encouraged to calculate the 85"* percentile storm event for each of their jurisdictions using local rain data pertinent to their particular jurisdiction (the 0.6 inch siandard is a rough average for the County and should only be used where appropriate rain data Is not available). In addition, Isopluvial maps contained in the County of San Oiego Hydrology Manual may be used to extrapolate rainfall data to areas where InsufDcient data exists in order to detennine the volume ofthe local SS*" percentile storm event in such areas. Where the Copermittees wiH use isopluvial maps to determine the 85** percentile storm event in areas lacking rain data, the Copermittees shall describe their method for using isopluvial maps In the model and local SUSMPs. • * Under this volume criteria, houriy rainfall data may be used to calculate the BS** percentile storm event, where each stonn event Is identified by its separation from ottier storm events at least six hours of no rain. Where the Copermittees may use hourly rainfall data to calculate Ihe SS*" percentile storm event, the Copermittees shall describe their method for using hourly rainfall data to calculate the SS"* percentile stonn event in the model and local SUSMPs. Order No. 2001-01 Page 19 of 52 S:\STORM\SDPERMIT\Sdperm99-01\Permit\SDiMuniPermit 3.doc February 21, 2001 (d) (e) (f) (g) I r (h) Flow Flow-based BMPs shall be designed to mitigate (infiltrate, filter, or treat) either: The maximum flow rate of runoff produced from a rainfall intensity of 0.2 ^jnchof rainfall per hour; or ThelrTaxlrnum flow lale ofrunoff produced by the 85 percentile hourly rainfall intensity, as determined from the local historical rainfall record, multiplied by a factor cf two; or ^ iii. The maximum flow rate of runoff, as determined from the locai histoncal rainfall record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the BS*" percentile . hourly rainfall intensity multiplied by a factor of two. Equivalent Numeric Sizing Criteria - The Copermittees may develop, as part of the model SUSMP, any equivalent method for calculating the volume or flow which must be mitigated (i.e., any equivalent method for calculating numeric sizing criteria) by post- construction stmdural treatment BMPs. Such equivalent sizing criteria may be authorized by the SDRWQCB for use in place of the above criteria. In tiie absence of development and subsequent authorization of such equivalent numeric sizing criteria, the above numeric sizing criteria requirement shall be implemented. Pollutants or Conditions of Concem - As part oftiie model SUSMP, the Copermittees shall develop a procedure for pollutants or conditions of concem to be identifled for each new development or significant redevelopment projed. The procedure shall indude, at a minimum, consideration of (1) receiving water qualily (induding pollutants forwhich receiving waters are listed as impaired under Clean Water Ad section 303(d)); (2) land use type of ttie development project and pollutants assodated witti that land use type; (3) pollutants expected to be present on site; (4) changes in storni water discharge flow rates, velocities, durations, and volumes resulting from tiie development project; and (5) sensitivity of receiving waters to changes in storm water discharge flow rates, velocities, durations, and volumes. Implementation Process - As part of ttie model SUSMP, ttie Copermittees shall develop a process by which SUSMP requirements will be implemented. The process shall identify at what point in the planning process development projeds will be required to meet SUSMP requirements. The process shall also include identification oftiie roles and responsibilities of various munidpal departonents in implementing the SUSMP requirements, as well as any other measures necessary for the implementation of SUSMP requirements. Restaurants Less than 5,000 Square Feet - New development and significant redevelopment restaurant projeds where tiie land area development is less than 5,000 square feet shall meet all SUSMP requirements except for sti-uctural treatment BMP and numeric sizing criteria requirement F.l .b.(2)(c) and peak flow rate requirement F.1.b(2)(b)(i). A restaurant is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC Code 5812). Waiver Provision - A Copermittee may provide for a project to be waived from the requirement of implementing structural treatment BMPs (F.l .b.(2)(c)) if infeasibility can be established. A waiver of infeasibility shall only be granted by a Copemiittee when all available structural treatment BMPs have been considered and rejected as infeasible. Copermittees shall notify the SDRWQCB within 5 days of each waiver issued and shall include the name ofthe person granting each waiver. 0 Basin 1 0 0 0 0 Basin 1 From Order No. 2001-01 CA. Reg. Water Quality Confrol Board: Flow Based BMP: Max flow rate of runoff produced from a rainfall intensity of 0.2 inches of rainfall per hour. Drainage Area = 112.13 Ac. Land Use: Industrial Required Flow I = 0.20 Q = CIA = 0.87(0.20)(112.13) = 19.5 CFS Pipe Sizing 24" RCP (g 1.28% V = 9.0 ^s D/d = 0.65 Actual flow from 100-year Storm W.S.EL. in Diverter Box = 271.81 (Hydraulic Shidy) FL = 266 HW/D = 2.91 Q = 33 (From Chart 2: Headwater depth for concrete culverts with inlet control) Tc = 10.07 min (from Hydrology Study) Vol = l/2(2.67)(Tc)(Q) = 1/2(2.67)(10.07)(60)(33) = 26,600 CF Vol. Provided = 150,000 CF. OK W:\MSOFFICE\WINWORD\96-1005\Basin l.doc POLI.RES ***********************************************************^,*^,.f,^,^,i,^,j,.i,^,^.^.i^^^.i^.^^^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * POLLUTION BASIN 1 INFLOW @ 100-YR STORM * * POLI.RES * ***********************************************************^,^,^,.l,^,.l^.l,.l,.^.l^.l,.l^.l^.^^^ FILE NAME: POLI.DAT TIME/DATE OF STUDY: 08:25 01/12/2004 *************************************************************^,^,^,^,.l,^,.l,.^.)^.l,.l^.l^.l^.^.^^.^ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 166.00- 2.50* 965.80 1.90 Dc 861 12 } FRICTION 162.00- 3.23* 1108.91 1.90 Dc 861.12 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ******************************************************************i,i,^,^,^,^,^,^,.^.^.^.i^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 166.00 FLOWLINE ELEVATION = 264.50 PIPE FLOW = 33.00 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 267.000 FEET NODE 166.00 : HGL = < 267.000>;EGL= < 268.713>;FLOWLINE= < 264.500> **************************************************************i,^,^^,^,^,f,i,.i,^,.f^.f^.i,.i,.^.i^ FLOW PROCESS FROM NODE 166.00 TO NODE 162.00 IS CODE = 1 UPSTREAM NODE 162.00 ELEVATION = 266.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 33.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 104.80 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 33.00)/( 226.224))**2 = 0.02128 HF=L*SF = ( 104.80)* (0.02128) = 2.230 NODE 162.00 : HGL = < 269.230>;EGL= < 270.943>;FLOWLINE= < 266.000> **************************+********************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 162.00 FLOWLINE ELEVATION = 266.00 ASSUMED UPSTREAM CONTROL HGL = 267.90 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 1 POLIA.RES 0 038 1 574 7 350 2 413 395 67 0 155 1 561 7 411 2 414 395 79 0 360 1 548 7 473 2 415 396 00 0 658 1 534 7 537 2 417 396 28 1 060 1 521 7 603 2 419 396 65 1 576 1 508 7 671 2 422 397 11 2 217 1 495 7 740 2 426 397 66 2 999 1 482 7 812 2 430 398 29 3 938 1 468 7 885 2 435 399 02 5 054 1 455 7 961 2 440 399 85 6 372 1 442 8 038 2 446 400 77 7 923 1 429 8 118 2 453 401 79 9 743 1 416 8 200 2 460 402 91 11 880 1 402 8 284 2 469 404 13 14 394 1 389 8 370 2 478 405 46 17 366 1 376 8 458 2 488 406 90 20 904 1 363 8 550 2 498 408 46 25 160 1 350 8 643 2 510 410 12 30 359 1 336 8 739 2 523 411 91 36 845 1 323 8 838 2 537 413 82 45 199 1 310 8 940 2 552 415 85 56 508 1 297 9 044 2 568 418 01 73 216 1 284 9 151 2 585 420 30 103 166 1 270 9 262 2 603 422 72 104 800 1 270 9 261 2 603 422 71 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.50 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURES- CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 2.500 6.207 3.098 528.61 72.643 2.000 6.207 2.598 430.59 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: # DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 72 . 643 2 .000 6 205 2 598 430 59 74 .727 1 .983 6 213 2 583 427 66 76 .552 1 .967 6 227 2 570 424 97 78 .233 1 . 950 6 246 2 557 422 46 79 .804 1 .934 6 268 2 544 420 09 81 .284 1 .917 6 294 2 533 417 85 82 .685 1 .901 6 322 2 522 415 72 84 .013 1 .884 6 352 2 511 413 71 85 .275 1 .868 6 385 2 501 411 81 86 . 474 1 .851 6 421 2 492 410 01 87 .612 1 .835 6 459 2 483 408 32 88 .690 1 .818 6 499 2 475 406 74 89 .711 1 .802 6 541 2 467 405 25 90 .673 1 .785 6 585 2 459 403 87 91 .576 1 .769 6 632 2 452 402 59 92 .419 1 .752 6 680 2 446 401 41 93 .201 1 .736 6 731 2 440 400 34 93 .919 1 .719 6 784 2 435 399 37 94 .571 1 .703 6 840 2 430 398 52 95 .153 1 .686 6 897 2 425 397 76 95 .662 1 .670 6 957 2 422 397 12 96 .093 1 .653 7 019 2 419 396 59 Page 2 POLIA.RES 96.441 1.637 7.083 2.416 396.18 96.699 1.620 7.150 2.415 395.88 96.860 1.604 7.219 2.414 395.70 96.916 1.587 7.291 2.413 395.63 104.800 1.587 7.291 2.413 395.63 END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 89.14 FEET UPSTREAM OF NODE 166.00 | I DOWNSTREAM DEPTH = 1.811 FEET, UPSTREAM CONJUGATE DEPTH = 1.384 FEET | NODE 162.00 : HGL = < 267.587>;EGL= < 268.413>;FLOWLINE= < 266.OOO ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 162.00 FLOWLINE ELEVATION = 266.00 ASSUMED UPSTREAM CONTROL HGL = 267.59 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 3 BASIN 1 Standpipe Calculations Q = H = 33.0 1 cfs ft. Case 1 Q = CPH^ C= 3.0 P= 11.00 ft d = 3.50 ft Case 2 Q = CA(2gh)"^ C= 0.67 A= 6.13 fl^ d = 2.80 ft • Basin Dewaterina Calculations Ao= A.(2H)^° 3600(T)Cd(g)''2 H = 2 fl T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao = 0.101983 = in^ O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) * * AAAAAAAAAAAAA/NAAAAAAA * Water * 0 I ( 12.69 in.) ( 1.057 ft.) I I V Circular Channel Section 33 .000 CFS 19 .579 fps 24 .000 inches 12 .688 inches 1 .057 feet Critical Depth 1 .902 feet Depth/Diameter (D/d) 0 .529 Slope of Pipe 7 .060 % 1 .685 sq. ft Wetted Perimeter 3 .256 feet AR'^(2/3) 1 086 0 013 Min. Fric. Slope, 24 inch Pipe Flowing Full 2 128 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) i Water { 15.68 in.) { 1.307 ft.) 0 circular Channel Section 19 500 CFS 8 969 fps Pipe Diameter 24 000 inches 15 679 inches 1 307 feet 1 592 feet Depth/Diameter (D/d) 0 653 1 280 % 2 174 sq. ft 3 765 feet AR^(2/3) 1 508 0 013 Min. Fric. Slope, 24 inch Pipe Flowing Full 0 743 % 0 m BUREAU OF PUBLIC ROADS JAN. 1963 HEADWATER SCALES 263 REVISED MAY 1964 WITH INCETSCONTRSL ^f<%«.: ^^^^>!•••^ 5-22 POLIA.RES *******************************************************************^,^,^,^,^,^,^^.l,.l,.l,.^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * POLLUTION BASIN 1 INFLOW * * POLIA.RES * ************************************************************************i,* FILE NAME: P0L1A.DAT TIME/DATE OF STUDY: 08:24 01/12/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-I- FLOW PRESSURE-I- NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 166.00- 2.50* 528.61 1.27 422.71 } FRICTION } HYDRAULIC JUMP 162.00- 1.59*Dc 395.63 1.59*Dc 395.63 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 166.00 FLOWLINE ELEVATION = 264.50 PIPE FLOW = 19.50 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 267.000 FEET NODE 166.00 : HGL = < 267.000>;EGL= < 267.598>;FLOWLINE= < 264.500> ***************************************************************************jj*^ FLOW PROCESS FROM NODE 166.00 TO NODE 162.00 IS CODE = 1 UPSTREAM NODE 162.00 ELEVATION = 266.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.50 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 104.80 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.26 CRITICAL DEPTH(FT) = 1.59 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.59 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-t- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.587 7.291 2.413 395.63 Page 1 Basin 2 Low Flow combined with Basin 2A t 0 Basin 2 From Order No. 2001-01 CA. Reg. Water Quality Confrol Board: Flow Based BMP: . u Max flow rate of runoff produced from a rainfall intensity of 0.2 inches ot rainfall per hour Drainage Area = 63.76 Ac. Land Use: Industrial Required Flow I = 0.20 Q = CIA = 0.87(0.20)(63.76) = 11.1 CFS Actual Flow from W.S.EL. in Diverter Box = 333.36 (Hydraulic Shidy) FL = 328 HW/D = 3.57 ., . ^ ^ Q = 17 (From Chart 2: Headwater depth for concrete culverts with inlet confrol) Qmax for 18" RCP @ 1.55% = 14.0 Tc = 12.03 min (from Hydrology Shidy) Qcombined (See Basin 2A Hydrology) = 26.7 CFS Vol=l/2(2.67)(Tc)(Q) = 1/2(2.67)(12.03)(60)(26.7) = 25,800 CF Vol. Provided = 64,000 CF OK W:\MSOFFICE\WINWORD\96-1005\Basin 2.doc O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 18.00 in.) AAAAAAAAAAAAAAAAAAAAA Water I { 12.73 in.) { 1.061 ft.) I Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) .... Slope of Pipe X-Sectional Area Wetted Perimeter AR'^(2/3) Mannings 'n' Min. Fric. Slope, 18 inch Pipe Flowing Full 11. 100 CFS 8. 305 fps 18. 000 inches 12. 734 inches 1. 061 feet 1. 271 feet 0. 707 1 550 % 1 337 sq. ft 2 998 feet 0 .780 0 .013 1 .117 % I I ec UJ > _i 3 U ec Ul UJ < 180 168 156 144 132 120 108 15 12 r- 10,000 - 8,000 - 6,000 - 5,000 - 4,000 - 3,000 2.000 - 1,000 I 800 EXAMPLE D«4Z inchn (3.5 fut) Q>I20 cf( CHART 2 (I) (2) (3) r- 6- r- 6. HW* 0 HW l**t - 6. (I) 2.5 8.8 nf.5.. 12) 2.1 T.4 'm' (3) 2.2 *0 ia fi*t 7.7 —4.- 3 2 t.O To us* teolt (2) er (3) projtet horizontally te tool* (I), thin UI* streight Inclinad line through D ond 0 sceUs, or rtvarst o* iliustrotad. 3. I- .5 HEADWATER SCALES 2 53 REVISED MAY 1964 BUREAU OF PUBLIC ROADS JAN. 1963 5-22 HEADWATER DEPTH FOR ^OMCRETBfeaiBEiCUEVlllTS ' '*- „IIIwnrif '< iiir«i WITH INCETSCONTROL O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter { 18.00 in.) AAAAAAAAAAAAAAAAAAAAA Water I * ( 16.88 in.) ( 1.407 ft.) 0 Circular Channel Section I V Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) .... Slope of Pipe X-Sectional Area Wetted Perimeter AR'^(2/3) Mannings 'n' Min. Fric. Slope, 18 inch Pipe Flowing Full 14. 068 CFS 8. 171 fps 18. 000 inches 16. 884 inches 1. 407 feet 1. 387 feet 0. 938 1. 550 % 1. 722 sq. ft 3. 957 feet 0. 989 0. .013 - 1, .794 % San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 07/02/03 CARLSBAD OAKS NORTH BASIN 2 LOW FLOW G:\ACCTS\961005\LOWP2.OUT ********* Hydrology Study Control Infomation ********** 0 O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 218.000 to Point/Station 226.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.800 Decimal fraction soil group C = 0.200 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity (I) = 4.655 for a 100.0 year storm User specified values are as follows; TC = 10.21 min. Rain intensity = 4.65(In/Hr) Total area 63.76(Ac.) Total runoff 14.00(CFS) h-i-i-h-l-l--l-l-f-)-l-+-l-l-|"H-t"f-l-(-l-t-h-t-(-l-(--l-l"l--l-H-l-H-l- Process from Point/Station 226.000 to Point/Station 245.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 328.00(Ft.) Downstream point/station elevation = 324,88(Ft.) Pipe length = 201.63(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.000(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.000 (CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 16.58(In.) Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 10.66 min. 0 Process from Point/Station 245.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 246.000 Upstream point/station elevation = 324.55(Ft.) Downstream point/station elevation = 320.05(Ft.) Pipe length = 291.66(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.000(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.000(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 16.58(In.) Pipe flow velocity = 7.38(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 11.32 min. Process from Point/Station 246.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** ^-l-l-l-^-l-^-^-l- 236.000 Upstream point/station elevation = 319.72(Ft.) Downstream point/station elevation = 315.90(Ft.) Pipe length = 246.96{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.000(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.000(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 0.00(In.) Critical Depth = 16.58(In.) Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 11.88 min. Process from Point/Station 246.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 236.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.760(Ac.) Runoff from this stream = 14.000(CFS) Time of concentration = 11.88 min. Rainfall intensity = 4.222(In/Hr) ++i Process from Point/Station 242.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** I--l-+-l"l-l-l-l"l-t-i-l-(- 242.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [SINGLE FAMILY area type Rainfall intensity (I) = 3.711 for User specified values are as follows: TC = 14.51 min. Rain intensity = ] 100.0 year storm 3,71(In/Hr) Total area = 2.18(Ac.) Total runoff = 3.04(CFS) Process from Point/Station 242.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 322.50(Ft.) Downstream point/station elevation = 315.40(Ft.) Pipe length = 319.92(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.040(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.040(CFS) Normal flow depth in pipe = 4.87(In.) Flow top width inside pipe = 19.30(In.) Critical Depth = 7.29(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 15.31 min. h-l-^-^-l-l-++-(--!-+-I- 236.000 0 Process from Point/Station 242.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 236.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.180(Ac.) Runoff from this stream = 3.04 0(CFS) Time of concentration = 15.31 min. Rainfall intensity = 3.584(In/Hr) h-(•-I--^-t--h-I--H-h-1--I--1--I--I--I--I--I--H-H-H-H-1--I--I--t--I-+-H-H-H-I--h-^-I--I--f--f-I--I--1- Process from Point/Station 232.000 to Point/Station '232.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [SINGLE FAMILY area type Rainfall intensity (I) = 5.014 for Oser specified values are as follows: TC = 9.10 min. Rain intensity = a 100.0 year storm 5.01{In/Hr) Total area = 2.45(Ac.) Total runoff = 7.69(CFS) Process from Point/Station 232.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** }•+++++ 236.000 Upstream point/station elevation = 316.50(Ft.) Downstream point/station elevation = 315.90(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7,690(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.690(CFS) Normal flow depth in pipe = 5.69(In.) Flow top width inside pipe = 16.74(In.) Critical Depth = 12.90(In.) Pipe flow velocity = 16.05(Ft/s) Travel time through pipe = Time of concentration (TC) 0.01 min. 9.11 min. Process from Point/Station 232.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 236.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.450(Ac.) Runoff from this stream = 7.690(CFS) Time of concentration = 9.11 min. Rainfall intensity = 5.012(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 14. 000 11 .88 4. 222 2 3. 040 15 .31 3. 584 3 7. 690 9 .11 5. 012 Qmax (1) = 1. 000 * 1 .000 * 14. 000) + 1. 000 * 0 .776 * 3. 040) -1- 0. 842 * 1 .000 * 7. 690) + = Qmax (2) = 0. 849 * 1 .000 * 14. 000) + 1. 000 * 1 .000 * 3. 040) + 0. 715 * 1 .000 * 7. 690) + = Qmax(3) = 1. 000 * 0 .766 * 14. QOO) + 1. 000 * 0 .595 * 3. 040) + 1. 000 * 1 .000 * 7. 690) -1-= 22.836 20,426 20.229 Total of 3 streams to confluence: Flow rates before confluence point: 14.000 3.040 7.690 Maximum flow rates at confluence using above data: 22.836 20.426 20.229 Area of streams before confluence: 63.760 2.180 2.450 Results of confluence: Total flow rate = 22.836(CFS) Time of concentration = 11.880 min. Effective stream area after confluence = 68.390(Ac.) H-n-i-i-l--I-+-t-f-I--)--^-i-i-i-i-(-i--i--I-t-+-i-i-i-i-l-f-i-i-l- Process from Point/Station 236.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 314.40(Ft.) Downstream point/station elevation = 313.93(Ft.) Pipe length = 55.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.836(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 22,836(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 35.56(In,) Critical Depth = 18,46(In,) Pipe flow velocity = 8,06(Ft/s) Travel time through pipe = 0,11 min. Time of concentration (TC) = 11.99 min. Process from Point/Station 236.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** H-l-l-l-f-l-l-l- 235.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 68,390(Ac.) Runoff from this stream = 22.836(CFS) Time of concentration = 11,99 min. Rainfall intensity = 4.196(In/Hr) Process from Point/Station 235,000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 235.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [SINGLE FAMILY area type Rainfall intensity (I) = 4.102 for User specified values are as follows: TC = 12.42 min. Rain intensity = 4.10(In/Hr) ] a 100,0 year storm Total area = 1,10(Ac.) Total runoff = 4,09(CFS) Process from Point/Station 235,000 to Point/Station 235,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.100 (Ac) Runoff from this stream = 4,090(CFS) Time of concentration = 12,42 min. Rainfall intensity = 4,102(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qmax(2) 22.836 4.090 Qmax(1) = 000 000 978 000 11.99 12. 42 1.000 * 0.966 * 1,000 * 1,000 * 4.196 4,102 22.836) -I- 4.090) -I- 22,836) + 4,090) + 26,786 26.418 Total of 2 streams to confluence: Flow rates before confluence point: 22,836 4.090 Maximum flow rates at confluence using above data: 26.786 26,418 Area of streams before confluence: 68,390 1,100 Results of confluence: Total flow rate = 26,786(CFS) Time of concentration = 11,994 min. Effective stream area after confluence = 69.490(Ac.) +++-^-^-l--^-(--(-•^-(•-^-^+-l--l--^-^-(-•l•-^+-^•^-•^-^-l--l--^-^•^-l--^•l-•l-•^-^-l-+-^-^-^-^-^ Process from Point/Station 235,000 to Point/Station 244,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.60(Ft,) Downstream point/station elevation = 313.30(Ft,) Pipe length = 23.91(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 26,786(CFS) Given pipe size = 36,00(In,) Calculated individual pipe flow = 26.786(CFS) Normal flow depth in pipe = 14.91(In,) Flow top width inside pipe = 35.4 6(In.) Critical Depth = 20.05(In,) Pipe flow velocity = 9,70(Ft/s) Travel time through pipe = 0,04 min. Time of concentration (TC) = 12.03 min. End of computations, total study area = 69.49 (Ac.) 0 0 ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 5900 Pasteur Court, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS NORTH * * BASIN 2 LOW FLOW + BASIN 2A * * L0WP2,RES * ************************************************************************** FILE NAME: L0WP2,DAT TIME/DATE OF STUDY: 08:24 07/02/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-!-FLOW PRESSURE-t- NUMBER PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH( FT) MOMENTUM(POUNDS) 244.00-2.40* 641,94 1, 39 552,60 } FRICTION 233.10-2.01* 554,16 1, 67 Dc 524.84 } JUNCTION 233.00-2.05* 485,69 1, 30 443.49 } FRICTION } HYDRAULIC JUMP 236.10-l,54*Dc 425,04 1, 53*Dc 425,04 } JUNCTION 236,00-1,38 DC 292.98 1, 36* 293.15 } FRICTION 246.10-1,38 DC 292,98 1, 13* 311,53 ) JUNCTION 246.00-l,38*Dc 292.98 1, 38*Dc 292,98 } FRICTION ) HYDRAULIC JUMP 245.10-1.38 Dc 292,98 1. 13* 311.53 } JUNCTION 245,00-l,38*Dc 292,98 1 37*Dc 293,01 } FRICTION 226.10-l,38*Dc 292,98 1 38*Dc 292,98 } JUNCTION 226.00-2.03* 403.10 1 09 Dc 214,51 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 244,00 FLOWLINE ELEVATION = 313.30 PIPE FLOW = 26.80 CFS PIPE DIAMETER = 36,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 315.7 00 FEET NODE 244.00 : HGL = < 315.700>;EGL= < 316.003>;FLOWLINE= < 313,300> ****************************************************************************** FLOW PROCESS FROM NODE 24 4,00 TO NODE 233.10 IS CODE = 1 UPSTREAM NODE 233.10 ELEVATION = 313.60 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 26,80 CFS PIPE DIAMETER = 36,00 INCHES PIPE LENGTH = 23,91 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.24 CRITICAL DEPTH(FT) = 1,67 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.40 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 2,400 4 ,419 2.703 641.94 2,023 2,371 4,471 2.682 633.70 4,017 2,342 4.526 2.660 625.70 5,983 2.313 4,582 2.639 617,94 7.917 2,284 4,641 2.618 610.44 9.819 2.255 4,702 2.598 603,19 11.685 2,225 4.765 2.578 596,21 13.514 2,196 4,831 2.559 589.51 15,304 2.167 4,900 2.540 583.08 17.050 2,138 4.971 2.522 576.93 18.750 2,109 5.046 2.505 571.08 20,401 2,080 5,123 2,488 565.53 21,997 2,051 5,203 2,472 560.28 23,535 2.022 5,287 2.456 555.36 23.910 2.014 5.309 2.452 554,16 NODE 233.10 : HGL = < 315,614>;EGL= < 316.052>;FLOWLINE= < 313.600> ****************************************************************************** FLOW PROCESS FROM NODE 233.10 TO NODE 233.00 IS CODE = 5 UPSTREAM NODE 233,00 ELEVATION = 313,93 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 22,80 26,80 0,00 0,00 DIAMETER (INCHES) 36.00 36,00 0,00 0,00 ANGLE (DEGREES) 0,00 0.00 0,00 FLOWLINE ELEVATION 313,93 313,60 0,00 0,00 CRITICAL DEPTH(FT,) 1.54 1.67 0.00 0.00 VELOCITY (FT/SEC) 4,427 5.311 0,000 0.000 4.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/({A1+A2)*16,1)+FRICTION LOSSES 0 UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.00177 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.00258 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00218 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0,009 FEET ENTRANCE LOSSES = 0.088 FEET JUNCTION LOSSES = (DY-I-HV1-HV2)-l-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0,14 6)-l-( 0.088) = 0.233 NODE 233.00 : HGL = < 315,981>;EGL= < 316.28 6>;FLOWLINE= < 313.930> ******^n,************jnt******************************************************** FLOW PROCESS FROM NODE 233,00 TO NODE 236.10 IS CODE = 1 UPSTREAM NODE 236.10 ELEVATION = 314.40 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.80 CFS PIPE DIAMETER = 36,00 INCHES PIPE LENGTH = 55,25 FEET MANNING'S N = 0,01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) 1.26 CRITICAL DEPTH(FT) 1,54 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1,53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 1,535 6,263 2,144 425,04 0.048 1,524 6,320 2,145 425,09 0,173 1.513 6,377 2,145 425.20 0.381 1,503 6.435 2,146 425.38 0,681 1.492 6.495 2,147 425,63 1,081 1,481 6.556 2,149 425.95 1,593 1.470 6,617 2,150 426,35 2,229 1,459 6.680 2.153 426.81 3.002 1,448 6,744 2,155 427,36 3.931 1,438 6.810 2,158 427.97 5,036 1,427 6,876 2,161 428,67 6,342 1.416 6.944 2.165 429.44 7.877 1.405 7,013 2,169 430,30 9.681 1.394 7.084 2,174 431,23 11,800 1.384 7,156 2,179 432.25 14,296 1,373 7,229 2,185 433.36 17,247 1,362 7,304 2.191 434.55 20.763 1.351 7,381 2,197 435.83 24.995 1,340 7,459 2.205 437.20 30.166 1,329 7,538 2.212 438.67 36,621 1,319 7,619 2.221 440.23 44,938 1,308 7,702 2,230 441.88 55,250 1.298 7.780 2,238 443,49 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2,05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 2.051 4.426 2.356 485,69 2.035 2,031 4.476 2.342 481,33 4.044 2,010 4,527 2,329 477,10 6.025 1.989 4.580 2,315 473.01 7.976 1,969 4,635 2.303 469,07 9.895 1.948 4,691 2.290 465.27 11.779 1.928 4,749 2.278 461,62 13.627 1.907 4.808 2.266 458.12 15.435 1,887 4,869 2.255 454,77 17.201 1.866 4,932 2.244 451.59 18.921 1.845 4.997 2.233 448.56 20.592 1.825 5,064 2,223 445,69 22.209 1.804 5.133 2.214 442,99 23.768 1.784 5,203 2,204 440,46 25.264 1.763 5,277 2.196 438.11 26.691 1.743 5,352 2.188 435.93 28,041 1,722 5.430 2.180 433,94 29.308 1,701 5,510 2,173 432,14 30.483 1,681 5,593 2,167 430,52 31,555 1.660 5,678 2.161 429.11 32.513 1,640 5.766 2.156 427,89 33,343 1.619 5.857 2.152 426,88 34,029 1.599 5,952 2,149 426,09 34,551 1.578 6.049 2,146 425,51 34.886 1.557 6,150 2.145 425.16 35,005 1.537 6,254 2.144 425.04 55,250 1,537 6.254 uvi-ioTvriT xr" Tn 2,144 425,04 1 PRESSURE-I-MOMENTUM BALANCE OCCURS AT 24.88 FEET UPSTREAM OF NODE 233.00 | 1 DOWNSTREAM DEPTH = 1,768 FEET, UPSTREAM CONJUGATE DEPTH = 1.329 FEET | NODE 236,10 : HGL = < 315 935>;EGL= < 316.544>;FLOWLINE= < 314.400> ,***************************************************************************** FLOW PROCESS FROM NODE 236,10 TO NODE 236,00 IS CODE = 5 UPSTREAM NODE 236,00 ELEVATION = 315.90 (FLOW IS AT CRITICAL DEPTH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 14,00 18,00 90.00 315.90 1.38 8.330 DOWNSTREAM 22.80 36.00 - 314,40 1,54 6.265 LATERAL #1 6.30 18.00 0,00 315.90 0.97 5,211 LATERAL #2 2.50 24,00 90,00 315.40 0,55 1,276 Q5 o,00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS {DELTA4) ) / ( (Al-fA2) *16.1) -l-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01558 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00432 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00995 JUNCTION LENGTH = 4.00 FEET 0 FRICTION LOSSES = 0,040 FEET ENTRANCE LOSSES JUNCTION LOSSES = (DY-I-HVI-HV2)-I-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.189)+{ 0,000) = 1.789 0.000 FEET NODE 236,00 : HGL = < 317,256>;EGL= < 318,334>;FLOWLINE= < 315,900> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 24 6.10 236.00 TO NODE ELEVATION = 246.10 IS CODE = 1 319,72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14,00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 246.03 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 1,36 & 1.45 CRITICAL DEPTH(FT) = NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.13 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.38 0 DISTANCE FROM CONTROL(FT) 0,000 2,870 5.795 8.779 11.826 14.941 18,132 21,404 24.765 28.225 31,793 35.483 39,307 43.285 47,435 51.785 56.367 61.224 66.412 72.010 78.136 84.977 92.865 102.521 116,177 246,030 FLOW DEPTH VELOCITY FT) 127 136 146 155 165 174 184 193 203 212 221 1.231 240 250 259 269 278 287 297 306 316 , 325 ,335 ,344 ,354 .356 (FT/SEC) 9.827 743 662 583 506 430 357 9.286 9.216 9.149 9.083 9.019 8.957 8.896 8.837 8,780 8 ,725 8,671 8,619 8,568 8.519 8.472 8,426 8,382 8,339 8,327 SPECIFIC ENERGY(FT) 2,627 2,611 2,596 2,582 2,569 2,556 2.544 ,533 ,522 ,512 ,503 ,495 ,487 ,479 ,473 ,466 ,461 ,456 ,451 .447 ,443 ,440 ,438 ,436 ,434 ,434 2, 2. 2, 2, 2. 2, 2, 2. 2. 2, 2, 2, 2. 2, 2. 2, 2. 2, 2, PRESSURE-f MOMENTUM(POUNDS) 311,53 310.11 308.75 307,46 306.23 305.06 303,95 302,90 301,90 300.97 300.09 299.26 298.48 297.76 297.10 296.48 295,92 295.40 294,94 294.52 294,16 293.84 293,58 293.36 293.19 293.15 NODE 24 6,10 : HGL = < 320,847>;EGL= < 322.347>;FLOWLINE= < 319,720> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 24 6,00 24 6.10 TO NODE ELEVATION = 246.00 IS CODE = 5 320.05 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES; 0 PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 14.00 18.00 0,00 320.05 1,38 8,238 DOWNSTREAM 14,00 18,00 - 319.72 1.38 9.830 LATERAL #1 0.00 0,00 0,00 0.00 0,00 0.000 LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 Q5 0,00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY={Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) / ( (A1-I-A2) *16.1)-l-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01543 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,02128 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01835 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0,073 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY-1-HV1-HV2)-)-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.135)-t-( 0.000) = 0.135 NODE 246,00 : HGL = < 321.428>;EGL= < 322,482>;FLOWLINE= < 320.050> ****************************************************************************** FLOW PROCESS FROM NODE 24 6,00 TO NODE 245,10 IS CODE = 1 UPSTREAM NODE 245,10 ELEVATION = 324,55 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPEFLOW = 14.00 CFS PIPE DIAMETER = 18.00 PIPE LENGTH = 291,66 FEET MANNING'S N = 0 INCHES .01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.38 & 1.43 CRITICAL DEPTH(FT NOTE: SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ) = ETC. 1,38 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.13 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPEQIFIC PRESSURE-I- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNI 0.000 1.127 9,827 2,627 311,53 3.005 1.137 9,738 2,610 310.02 6.066 1,147 9,652 2,595 308.58 9.188 1,157 9,568 2.579 307,22 12,377 1.167 9.486 2,565 305.92 15.636 1.177 9.407 2.552 304.70 18,973 1,187 9.329 2.540 303.54 22.394 1,197 9.254 2.528 302.44 25.908 1.207 9,181 2.517 301.41 29.522 1,217 9,110 2.507 300.45 33.249 1.227 9.042 2.498 299.55 37.098 1,238 8,975 2.489 298.70 41.085 1.248 8,910 2,481 297.92 45.224 1.258 8,847 2.474 297,20 49.537 1,268 8.786 2,467 296.54 54.045 1,278 8,726 2,461 295,93 58.777 1,288 8,669 2.455 295.39 0 63.768 1, 298 8,613 2.451 294,90 69.061 1, 308 8,560 2,446 294.46 74,716 1, 318 8.508 2.443 294,08 80.807 1, 328 8.458 2.439 293,76 87.445 1, 338 8.410 2,437 293,49 94.795 1. 348 8.363 2.435 293.28 103.150 1, 358 8.319 2,433 293,12 113.218 1, 368 8.276 2.432 293.02 230.131 1, 378 8.236 2,432 292,98 291.660 1. 378 8.235 2,432 292.98 ^ULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1,38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-H CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 1,383 8.216 2,432 292.98 0,030 1,383 8.216 2.432 292,98 0.059 1,383 8,217 2,432 292,98 0.087 1,383 8.217 2,432 292.98 0.115 1.383 8.217 2.432 292.98 0,141 1,383 8.218 2,432 292,98 0,167 1.383 8,218 2,432 292,98 0.192 1.383 8.218 2,432 292.98 0,216 1,383 8.218 2,432 292,98 0.238 1,382 8.219 2,432 292.98 0,260 1.382 8.219 2,432 292,98 0.281 1,382 8.219 2,432 292.98 0,300 1,382 8,220 2.432 292,98 0,319 1,382 8.220 2.432 292.98 0,336 1,382 8.220 2.432 292,98 0.352 1,382 8,220 2.432 292,98 0,367 1.382 8.221 2.432 292,98 0,380 1.382 8.221 2.432 292.98 0,392 1.382 8,221 2.432 292,98 0,403 1,382 8,222 2.432 292,98 0,412 1.382 8.222 2.432 292.98 0,420 1,382 8,222 2.432 292,98 0.426 1.381 8.222 2.432 292,98 0.430 1.381 8,223 2.432 292.98 0.433 1.381 8.223 2.432 292,98 0.434 1.381 8.223 2.432 292,98 291.660 1.381 8,223 2.432 292.98 _i7\!n ATT uvnTjnnT TP U Oillr nlNrlXj l o j. o 1 PRESSURE-I-MOMENTUM BALANCE OCCURS AT 0.00 FEET UPSTREAM OF NODE 24 6.00 | 1 DOWNSTREAM DEPTH = 1.383 FEET, UPSTREAM CONJUGATE DEPTH = 1,378 FEET j NODE 245.10 : HGL = < 325.677>;EGL= < 327.177>;FLOWLINE= < 324,550> ****************************************************************************** FLOW PROCESS FROM NODE 245,10 TO NODE 245.00 IS CODE = 5 UPSTREAM NODE 245.00 ELEVATION = 324.88 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 14.00 14.00 0.00 0,00 DIAMETER (INCHES) 18,00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 0,00 0.00 FLOWLINE ELEVATION 324.88 324,55 0,00 0,00 CRITICAL DEPTH(FT,) 1.38 1.38 0.00 0.00 VELOCITY (FT/SEC) 8,268 9.830 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(02*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES FRICTION SLOPE = 0.01547 FRICTION SLOPE = 0,02128 UPSTREAM: MANNING'S N = 0.01300; DOWNSTREAM: MANNING'S N = 0.01300; AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,01838 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0.074 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = {DY-I-HV1-HV2)-1-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.135) + ( 0.000)^ =^ 0 NODE 245,00 : HGL = < 326,251>;EGL= < 324.880> r*************************** ***************************************************' FLOW PROCESS FROM NODE 245.00 TO NODE 226 10 CODE = 1 ^ UPSTREAM NODE 226.10 ELEVATION ^28.OO^^^FLOW^IS^SUPERCRITI^ CALCULATE FRICTION LOSSES (LACFCD) : rr^ruvct PIPE FLOW = 14.00 CFS PIPE DIAMETER = 18.00 INCHES P^PI LENGTH = 201,63 FEET MANNING'S N = 0,01300 xinRMAT nFPTHfFT) = 1 37 & 1.44 CRITICAL DEPTH (FT) = NS??^ SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC. 1,38 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1,38 'GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION DISTANCE FROM CONTROL(FT) 0.000 0.008 0 0 034 079 0,144 0,231 342 480 647 0, 0. 0. 0.846 082 359 684 062 504 3.021 3,629 4.348 5.208 DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 1.381 8,223 2.432 1.381 8,225 2.432 1.380 8,227 2.432 1.380 8,228 2.432 1.380 8,230 2.432 1.379 8.232 2.432 1.37 9 8.233 2.432 1.378 8.235 2.432 1,378 8.237 2.432 1.377 8.239 2.432 1.377 8.240 2.432 1,377 8.242 2.432 1,376 8.244 2.432 1,376 8.245 2.432 1,375 8.247 2,432 1.375 8.249 2,432 1.374 8.251 2,432 1.374 8.252 2,432 1.374 8.254 2.432 PRESSURE-I- MOMENTUM (POUNDS) 292.98 292,98 292,98 292.98 292,98 292.98 292,98 292,98 292,98 292.98 292,98 292,98 292.98 292.98 292.99 292.99 292,99 292,99 292,99 (0 0 1.373 8,256 2,432 292.99 1.373 8.258 2,432 293.00 6,251 1.372 8,259 2.432 293.00 11.430 14.702 20.526 201.630 1.372 8.261 2.432 293.00 1.371 8,263 2.432 293.00 1 371 8.265 2,432 293,01 1 371 8.266 2.432 293.01 NODE 226.10 : HGL = < 329.381>;EGL= < 330.432>;FLOWLINE= < 328.000> ****************************************************************************** FLOW PROCESS FROM NODE 226.10 TO NODE 226.00 IS CODE = 5 UPS^RIAM NODE 226.00 ELEVATION = 328.33 (FLOW IS AT_CRITICAL_DEPTH) CALCULATE JUNCTION LOSSES: CALCULATE OUWU DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 14.00 48.00 70,00 328.33 1.09 2.190 DOWNSTREAM 14.00 18.00 - 328,00 1.38 8,226 LATERAL #1 0.00 0.00 0,00 0,00 0,00 0,000 LATERAL #2 0.00 0.00 0,00 0,00 0,00 0,000 Q5 o.OO===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COSIDELm4IlZiiAl+AZl*l£^mERI£^T^^ -" ' UPSTREAM:"' MANNING'S N = 0.01300; FRICTION SLOPE = 0.00036 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01542 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,00789 JUNCTION LENGTH = 4.00 FEET „ LOSSES = 0 032 FEET ENTRANCE LOSSES = 0,000 FEET CAUTION- TOTAL ENERGY LOSS COMPUTED USING (PRESSURE+MOMENTUM) IS NEGATIVE, COMPUTER CHOOSES ZERO ENERGY LOSS FOR TOTAL JUNCTION LOSS. ** NODE 226.00 : HGL = < 330.358>;EGL= < 330.432>;FLOWLINE= < 328,330> ***************************************************** ************************* UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 226 00 FLOWLINE ELEVATION = 328.33 ASSUMED UPSTREAM CONTROL HGL = 329.42 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 0 BASIN 2 SF Standpipe Calculations Q = 26.8 H= 1 ft. Case 1 Q = CPH ,3/2 '.'ill Case 2 Q = CA(2gh) 1/2 C= 3.0 P = 8.93 d = 2.85 ft ft C = A = d = 0.67 4.98 ft^ 2.52 ft Basin Dewatenng Calculations 3600(T)Cd(g)''^ H = 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao = 0.076691 ft^ Ci O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 30.00 in.) /A/ 2 AAAAAAAAAAAAAAAAAAAAA Water ( 16,56 in,) ( 1,380 ft,) * v_ Circular Channel Section Flowrate 26,700 CFS Velocity 9,606 fps Pipe Diameter 30,000 inches Depth of Flow 16,562 inches Depth of Flow 1,380 feet Critical Depth 1.759 feet Depth/Diameter (D/d) 0.552 Slope of Pipe 1.220 % X-Sectional Area 2,779 sq. ft. Wetted Perimeter 4.188 feet AR'^(2/3) 2.114 Mannings 'n' 0.013 Min. Fric. Slope, 30 inch Pipe Flowing Full 0,424 % f Basin 4 Low Flow Hydraulics 0 0 0 0 El Fuerte Basin From Order No, 2001-01 CA. Reg. Water Quality Confrol Board: Flow Based BMP: Max flow rate of runoff produced from a rainfall intensity of 0.2 inches of rainfall per hour Drainage Area = 22.5 Ac. (on-site) Land Use: Industrial Required Flow I = 0.20 A = 30.65 Ac. (total drainage area) Q = CIA = 0.85(0.20)(30.65) = 5.2 CFS Pipe Sizing 12" RCP @ 10% V= 14.1 fps D/d = 0.477 Actual flow from 100-year Storm W.S.EL. in Diverter Box = 258.93 (Hydraulic Study) FL = 255.90 HW/D = 3.03 Q = 6.1 (From Chart 2: Headwater depth for concrete culverts with inlet confrol) Tc = 21.26 min (from Hydrology Study) Vol=l/2(2.67)(Tc)(Q) = 1/2(2.67)(21.26)(60)(6.1) = 10,400 CF Vol. Provided = 20,000 CF. OK 0 W:\MSOFFICE\WINWORD\96-1005\E1 Fuerte Basin.doc O'Day Consultants Inc. 2710 Lo)cer Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 12.00 in.) • AAAAAAAAAA AAAAAAAAAAA Water * ( 5 ( 0. Circular Channel Section 73 in.) 77 ft.) (D/d) Flowrate Velocity Pipe Diameter . Depth of Flow . Depth of Flow . Critical Depth Depth/Diameter Slope of Pipe X-Sectional Area Wetted Perimeter AR"(2/3) Mannings 'n' Min. Fric. Slope, 12 inch Pipe Flowing Full 5.200 14.059 12.000 5. 0 , 0 , 0 , .726 .477 , 922 .477 10 .000 0 .370 1.525 0.144 0.013 CFS fps inches inches feet feet % sq. ft. feet 2.130 % r I* I I I I I I I CHART 2 (I) (2) (3) Si HEADWATER DEPTH FOR ^NCRET&U34?^Cl^ "^^^"D'M":^^^^ WITH INtETrrCONTROL BUREAU OF PUBLIC ROADS JAN. 1963 $-22 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 12.00 in.) BF Fi/£<e-7/f EASy/u * * AAAAAAAAAAAAAAAAAAAAA Water /yV - A^6'^ ( 6.29 in.) ( 0.524 ft.) • Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) ... . Slope of Pipe X-Sectional Area Wetted Perimeter AR"(2/3) Mannings 'n' Min. Fric. Slope, 12 inch Pipe Flowing Full 6 100 CFS 14 631 fps 12 000 inches 6 292 inches 0 524 feet 0 959 feet 0 524 10 000 % 0 417 sq. ft 1 619 feet 0 169 0 .013 2 . 932 % 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 0 Inside Diameter CT/ P\JQ./^1£ li^A^^'^ ( 12.00 in.) * * * * AAAAAAAAAAAAAAAAAAAAA /A/ - FLot^ Water * * ( 5.49 in. ( 0.457 ft. I * * I * V Circular Channel Section Flowrate 6.100 CFS Velocity 17.444 fps Pipe Diameter 12.000 inches Depth of Flow 5.487 inches Depth of Flow 0.457 feet Critical Depth Greater than Pipe Diameter Depth/Diameter (D/d) 0.457 Slope of Pipe 16.000 % X-Sectional Area 0.350 sq. ft. Wetted Perimeter 1.485 feet AR^(2/3) 0.134 Mannings 'n' 0.013 Min. Fric. Slope, 12 inch Pipe Flowing Full 2.936 % 965P4L.RES )****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * LOW FLOW BASIN 4 * * EL FUERTE POLLUTION BASIN ^ **!!*!!*;*!**************************************************************** FILE NAME: 965P4L.DAT TIME/DATE OF STUDY: 11:41 02/11/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note- "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE-I- FLOW PRESSURE-H NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 420.00- 1-40 113.81 0.41* 185.55 ) FRICTION ^ -1 ,, 409.00- 0.95*Dc 91.55 ^Al - -I'-l- "MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE^= ^25^ "NOTE"STEADY'FLOW'HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ***;******************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 420.00 FLOWLINE ELEVATION = 238.60 PIPE FLOW = 6.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 240.000 FEET "42o'oo"rHGL'"<' 239.015>;EGL= < 242 . 668>; FLOWLINE= < 238.600> NODE ********************************************** ******************************** FLOW PROCESS FROM NODE 420.00 TO NODE 409.00 IS CODE =1 UPS?REAM NODE 409.00 ELEVATION = 255.90 (FLOW_IS_SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : .,„^„^c PIPE FLOW = 6.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 142.90 FEET MANNING' S^N^^=^ "'NORMAL'DEPTH'(FTr= 0.41 CRITICAL DEPTH (FT) = _AAL_. UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 'DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUNDS) 0.000 0.954 5.142 1.365 91-55 0 009 0.933 5.281 1.366 91.62 S:S36 0.911 5.430 1.369 91.83 Page 1 0.083 0.889 .,5 0 155 0.868 5.755 1-382 92.75 2253 0.846 5.935 1-394 93.47 A'toT n fl9S 6 127 1.408 94.37 6-332 1-426 9548 0749 0.781 6.552 1-448 96.81 •• ^7^8 5:2^2 i":?^ i6?9 O-.'i? 7.315 1.548 102.26 2'l27 0.695 7.610 1-595 104.65 °o-r52 l-lll i: 4-n4 6 0 1:651 1.793 113.92 5'078 0.609 9.061 1-884 117-84 I oLr> 0 587 9.509 1-992 122.25 lleeJ 0.479 12.535 2.921 154.24 zllll 0.458 13.359 3.230 163.35 39I2? 0.436 14.285 3.607 173.71 A IC rt-iA 4.068 185.55 965P4L.RES 5.587 1.374 92.21 142.900 0.415 15.334 4.068 NODE 409.00 : HGL = < i******************* 256.854>;EGL= < 257.265>;FLOWLINE= < 255.900> J,** ********************* *************** IJ^nr™^'- ''2S9'™ "''"''^ FLOWLINE ELEVATION = 255.90 ASsSMrSpSTREAM'??N;ROL HGL = 256.85 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS • Page 2 O'Day Consultants Inc, 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 18,00 in.) AAAAAAAA AAAAAAAAAAAAA Water ( 5 ( 0. 22 in.) 35 ft.) 0 Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) Slope of Pipe X-Sectional Area Wetted Perimeter AR'^(2/3) Mannings 'n' Min. Fric. Slope, 18 inch Pipe Flowing Full 6.100 14.324 18.000 5.224 0. 0, 0, 435 ,955 .290 10.000 0.426 1.707 0.169 CFS fps inches inches feet feet sq. ft. feet 0.013 0.337 % 0 BASIN 4 Standpipe Calculations Q = 6.1 cfs H= 1 ft. Case1 Case 2 Q = CPH=^ Q = CA(2gh)''^ C= 3.0 C= 0.67 P= 2.03 ft A= 1.13 ft^ d= 0.65 ft d= 1.20 ft A=|SSQM1SF Basin Dewaterina Calculations 0 Ao= A.(2H)^° 3600(T)Cd(g)^'^ H = 2 ft T = 40 hr Cd = 0.6 9 = 32.2 ft/sec Ao = 0.057111 ft^ 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 ****** * * * *** *** *** |< ( 10.23') ***AAAAAAAA ^^ter Depth ( 0.06')"'^""""""*** *** *** *** ***!< ( 10.00') >1 ****** *** *** *** > I * * * *** *** *** * * * ************************ ******************** 0 Trapezoidal Channel Flowrate 6.100 CFS velocity 10-397 fps Depth of Flow 0-058 feet Critical Depth 0.221 feet Freeboard 0.000 feet Total Depth 0.058 feet Width at Water Surface 10,232 feet Top Width 10.232 feet Slope of Channel 50.000 % Left Side Slope 2.000 : 1 Right Side Slope 2.000 : 1 Base Width 10-000 feet X-Sectional Area 0.587 sq. ft. Wetted Perimeter 10.259 feet AR"(2/3) 0.087 Mannings 'n' 0.015 • f Basin 5 Lot 1 • p 0 Basin 5 (Lot 1) From Order No. 2001-01 CA. Reg. Water Quality Confrol Board: Flow Based BMP: Max flow rate of runoff produced from a rainfall intensity of 0.2 inches of rainfall per hour Drainage Area = 5.52 Ac. Land Use: Industrial Required flow @ Node 507 I = 0.20 Q = CL\ = 0.90(0.20)(5.52) = 1.0 CFS Pipe Sizing 12" HDPE @ 16% V= 12.6 fps D/d = 0.158 Actual flow from 100-year Storm W.S.EL. in Diverter Box = 246.57 (Hydraulic Shidy) FL = 243.74 HW/D = 2.83 Q = 6 (From Chart 2: Headwater depth for concrete culverts with inlet confrol) Tc = 7.56 min (from Hydrology Study) Vol = l/2(2.67)(Tc)(Q) = l/2(2.67)(7.56)(60)(6) = 3,650 CF Vol. Provided = 11,000 CF, OK W:\MSOFFICE\WINWORD\96-1005\Basin 5 (Lot l).doc I I I I I t CHART 2 BUREAU OF PUBLIC ROADS JAN. 1963 HEADWATER SCALES 2 83 REVISED MAY 1964 WITH INLETaCONTROL 5-22 p O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 12,00 in.) AAAAAAAAAAAAAAAAAAAAA Water * I { 1.89 in,) ( 0.158 ft,) I I V Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow , Depth of Flow , Critical Depth Depth/Diameter (D/d) Slope of Pipe X-Sectional Area Wetted Perimeter AR'^(2/3) Mannings 'n' Min, Fric, Slope, 12 inch Pipe Flowing Full 1 000 CFS 12. 575 fps 12. 000 inches 1. 893 inches 0. 158 feet 0. 418 feet 0. 158 16, 000 % 0. 079 sq. ft 0. 817 feet 0. 017 0. 010 0. 047 % # BASIN 5 Standpipe Calculations A= SF Q = H = 6.9 1 ch ft. C = P = d = Case 1 Q = CPH^ 3.0 2.30 0.73 ft ft Case 2 Q = CA(2gh) 1/2 C = 0.67 A= 1.28 ft^ d= 1.28 ft Basin Dewaterina Calculations 1/2 A.(2H) 3600(T)Cd(g) 1/2 H = T = g = 2 40 0.6 32.2 ft hr ft/sec Ac = 0.004487 ft^ in 0 O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 12.00 in.) Oor fLO\y^ * * AAAAAAAAAAAAAAAAAAAAA Water 0 I * . * ( 6.40 in.) ( 0,534 ft,) * * I * ' * I * v_ Circular Channel Section Flowrate 8.000 CFS Velocity 18.768 fps Pipe Diameter 12,000 inches Depth of Flow 6.403 inches Depth of Flow 0,534 feet Critical Depth Greater than Pipe Diameter Depth/Diameter (D/d) 0,534 Slope of Pipe 9,600 % X-Sectional Area 0.426 sq, ft. Wetted Perimeter 1,638 feet AR'^(2/3) 0,174 Mannings 'n' 0,010 Min. Fric, Slope, 12 inch Pipe Flowing Full 2,983 % 0 Temporary Drainage t 0 f Temporary Basin 1 9605T1 Hydrology (i San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 05/12/03 CARLSBAD OAKS NORTH TEMPORARY BASIN 1 G:\ACCTS\961005\9605Tl.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++•*•+++++++++++++++++++ Process from Point/Station 1101.000 to Point/Station 1102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change)385 *60(min/hr) + 10 min. Initial subarea flow distance = 850.00(Ft.) Highest elevation = 540.00 (Ft.) Lowest elevation = 448.00(Ft.) Elevation difference = 92.00(Ft.) TC=[(11.9*0.1610*3)/( 92.00)]*.385= 3.31 + 10 min. = 13.31 min. Rainfall intensity (I) = 3.923 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 18.536(CFS) Total initial stream area = 13.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 19.970(CFS) Depth of flow = 0.795(Ft.), Average velocity = 5.739(Ft/s) /{^^ ******* Irregular Channel Data *********** r Information entered for subchannel number 1 # Point number 1 2 3 Manning's 'N' 'X' coordinate 0.00 12 .00 22.00 friction factor = 'Y' coordinate 2.00 0.00 2.00 .045 Sub-Channel flow = 19.971(CFS) • ' flow top width = 8.750(Ft.) • ' velocity= 5.739(Ft/s) area = 3.480(Sq.Ft) ' ' Froude number = 1.604 Upstream point elevation = 448.000(Ft.) Downstream point elevation = 410.000 (Ft.) Flow length = 360.000(Ft.) Travel time = 1.05 min. Time of concentration = 14.36 min. Depth of flow = 0.795(Ft.) Average velocity = 5.739(Ft/s) Total irregular channel flow = 19.970(CFS) Irregular channel normal depth above invert elev, = Average velocity of channel(s) = 5.739(Ft/s) 0.795(Ft.) Sub-Channel No. 1 critical depth = 0.961(Ft.) > ' • critical flow top width = 10.570(Ft.) • • ' critical flow velocity= 3.932(Ft/s) ' ' • critical flow area = 5.079(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.736(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C Subarea runoff = 2.733(CFS) for 2.090(Ac.) Total runoff = 21.269(CFS) Total area = 15.59(Ac. 0.350 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++•*• Process from Point/Station 1103.000 to Point/Station 1103.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 14.36 min. Rainfall intensity = 3.736(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 11.808(CFS) for 9.030(Ac.) Total runoff = 33.077(CFS) Total area = 24.62(Ac.) -)-+-!•-^--^++-^•^-^-^-^-l-++•^-+-^-^-I-•t--t--t--f-H+-^ Process from Point/Station 1103.000 to Point/Station 1104.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 35.636(CFS) Depth of flow = 1.075(Ft.), Average velocity = 6.168(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 18.00 0.00 3 40.00 4.00 Manning's 'N' friction factor = 0.04 5 Sub-Channel flow = 35.636(CFS) flow top width = 10.750(Ft.) • • velocity= 6.168 (Ft/s) • • area = 5.778(Sq.Ft) ' ' Froude number = 1.483 Upstream point elevation = 410.000(Ft.) Downstream point elevation = 360.000(Ft.) Flow length = 610.000 (Ft.) Travel time = 1.65 min. Time of concentration = 16.01 min. Depth of flow = 1.075(Ft.) Average velocity = 6.168(Ft/s) Total irregular channel flow = 35.636(CFS) Irregular channel normal depth above invert elev. = 1.075(Ft.) Average velocity of channel(s) = 6.168(Ft/s) Sub-Channel No. 1 critical depth = 1.258(Ft.) . • critical flow top width = 12.578 (Ft.) 1 ' ' critical flow velocity= 4.505(Ft/s) critical flow area = 7.910(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.483(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.645(CFS) for 3.810(Ac.) Total runoff = 37.722(CFS) Total area = 28.43(Ac.) + + + + + + + + + + + + + + + + + + + + + + + -H-H + + + + + + + + + + + + -f-l--l--H-H-l--H-l--H + + + + + + + + + + + + + + Process from Point/Station 1104.000 to Point/Station 1104.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 16.01 min. Rainfall intensity = 3.483(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - 0.350 Subarea runoff = 16.117(CFS) for 13.220(Ac.) Total runoff = 53.839(CFS) Total area = 41.65(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^ Process from Point/Station 1104.000 to Point/Station 1105.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** # Estimated mean flow rate at midpoint of channel = 62.596(CFS) Depth of flow = 1.407(Ft.), Average velocity = 5.424(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 30.00 0.00 3 70.00 6.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 62.596(CFS) ' • flow top width = 16.409(Ft.) • • velocity= 5.424(Ft/s) area = 11.540(Sq.Ft) I ' Froude number = 1.140 Upstream point elevation = 360.000 (Ft.) Downstream point elevation = 327.000(Ft.) Flow length = 750.000(Ft.) Travel time = 2.3 0 min. Time of concentration = 18.31 min. Depth of flow = 1.407(Ft.) Average velocity = 5.424(Ft/s) Total irregular channel flow = 62.596(CFS) irregular channel normal depth above invert elev. = 1.407(Ft.) Average velocity of channel(s) = 5.424(Ft/s) Sub-Channel No. 1 critical depth = 1.484(Ft.) - ' critical flow top width = 17.318(Ft.) > ' critical flow velocity= 4.870(Ft/s) critical flow area = 12.853(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RXnuUi (greater than 1/2 acre) area type ] Rainfall intensity = 3.194 (In/Hr) for a 10°;O/^^^^^torm Runoff coefficient used for sub-area. Rational method,Q=KCIA, c - o.Jbu Subarea runoff = 15.146(CFS) for 13.550(Ac.) Total runoff = 68.985(CFS) Total area = 55.20(Ac.) Process from Point/Station 1105.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 327.00(Ft.) Downstream point elevation = 323.00(Ft.) Channel length thru subarea = 200.00(Ft.) Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z- of right channel bank = 2.000 ^n^mv^^ Estimated mean flow rate at midpoint of channel = 71.672(utb) Manning's 'N' = 0.015 0 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 71.672(CFS) Depth of flow = 1.038(Ft.), Average velocity = 11.359(Ft/s) Channel flow top width = 8.153(Ft.) Flow Velocity = 11.36(Ft/s) Travel time = 0.2 9 min. Time of concentration = 18.60 min. Critical depth = 1.641(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.161 (In/Hr) for a 10°; °/^^^^^^orm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - o.35U Subarea runoff = 4.758(CFS) for 4.300(Ac.) Total runoff = 73.743(CFS) Total area = 59.50(Ac.) Process from Point/Station 1105.000 to Point/Station 1106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.500(Ac.) Runoff from this stream = 73.743 (CFS) Time of concentration = 18.60 min. Rainfall intensity = 3.161(In/Hr) Process from Point/Station 1107.000 to Poxnt/Station 1108.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type J Time of concentration computed by the natural watersheds nomograph (App X-A) „, . z^, x „4r, TC = [ll.9*length(Mi)"3)/(elevation change) 385 *60 (min/hr) -i- 10 min. Initial subarea flow distance = 310.00(Ft.) Highest elevation = 488.00(Ft.) Lowest elevation = 432.00(Ft.) Elevation difference = 56.00 (Ft.) oc TC=[(11.9*0.0587"3)/( 56. 00) ] " . 385= 1.25 + 10 min. = 11.25 mm. Rainfall intensity (I) = 4.372 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.148 (CFS) Total initial stream area = 0.750(Ac.) Process from Point/Station 1108.000 to Point/Station 1109.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 432.00(Ft.) Downstream point elevation = 429.00(Ft.) Channel length thru subarea = 340.00(Ft.) Channel base width = 4.000 (Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank =1.500 .O^/PPC^ Estimated mean flow rate at midpoint of channel = 2.326 (t.tb/ Manning's 'N' =0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 2.326 (CFS) „oo/r,^/ % Depth of flow = 0.188(Ft.), Average velocity = 2.883(Ft/sj Channel flow top width = 4.565(Ft.) Flow Velocity = 2.88(Ft/s) Travel time = 1.97 min. Time of concentration = 13.22 min. Critical depth = 0.213(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.941(In/Hr) for a 100 0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - 0.350 Subarea runoff = 2.124 (CFS) for 1.540 (Ac.) , Total runoff = 3.272(CFS) Total area = 2.29(Ac.) Process from Point/Station 1109.000 to Point/Station 1106.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 42 9.00(Ft.) Downstream point elevation = 323.00(Ft.) Channel length thru subarea = 680.00 (Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 •,,7/r^7C5^ Estimated mean flow rate at midpoint of channel = 5.337(ctb/ Manning's 'N' =0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 5.337 (CFS) o^nivt/ci) Depth of flow = 0.270(Ft.), Average velocity = 12.847(Ft/s) Channel flow top width = 2.079(Ft.) Flow Velocity = 12.85(Ft/s) Travel time = 0.88 min. Time of concentration = 14.10 min. Critical depth = 0.641(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.780 (In/Hr) for a l°°^°/^^^^?f _ . Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - O.Jbu subarea runoff = 3.824 (CFS) for 2.890 (Ac.) Total runoff = 7. 096(CFS) Total area = 5.18(Ac.) Process from Point/Station 1109.000 to Pomt/Station 1106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.180(Ac.) Runoff from this stream = 7.096(CFS) Time of concentration = 14.10 min. Rainfall intensity = 3.780(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 73.743 7 .096 Qmax (2) = 000 ,836 .000 .000 18.60 14 .10 1.000 * 1.000 * 0.758 * 1.000 * 3.161 3 .780 73.743) -t- 7.096) -I- 73.743) + 7.096) + 79.676 62.981 Total of 2 streams to confluence: Flow rates before confluence point: 73.743 7.096 Maximum flow rates at confluence using above data: 79.676 62.981 Area of streams before confluence: 59.500 5.180 Results of confluence: Total flow rate = 79.676(CFS) Time of concentration = 18.603 min. Effective stream area after confluence = 64.680(Ac. Process from Point/Station 1106.000 to Pomt/Station 1110.000 **** IMPROVED CHANNEL TRAVEL TIME **** 81.074(CFS) Upstream point elevation = 323.00(Ft.) Downstream point elevation = 306.00(Ft.) Channel length thru subarea = 405.00(Ft.) Channel base width = 3.000 (Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = Manning's 'N' =0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 81.074(CFS) < Depth of flow = 1.076(Ft.), Average velocity = 16.330(Ft/s) Channel flow top width = 6.228(Ft.) Flow Velocity = 16.33(Ft/s) Travel time = 0.41 min. Time of concentration = 19.02 min. Critical depth = 2.031(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.117(In/Hr) for a lO^-O year storm Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C - O.JSU .000 .000 .000 .000 Subarea runoff = 2.476 (CFS) for 2.270(Ac.) Total runoff = 82.152(CFS) Total area = 66 95(Ac.) End of computations, total study area = 66.95 (AC; 0 0 Temporary Basin 2 Hydrology t Cl 0 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 05/01/03 CARLSBAD OAKS NORTH TEMPORARY BASIN 2 G:\ACCTS\961005\9605T2.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method •I--t-+-I--t--I--I--(--^-t--t--1--f-^-I--I--I--t--H-I--i--1-+-I--t--t--I-++-t--I--I--t--t-+-f-I--t--I-+-(--h Process from Point/Station 1201.000 to Point/Station 1202.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 430.00(Ft.) Highest elevation = 461.50(Ft.) Lowest elevation = 454.00(Ft.) Elevation difference = 7.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 23.26 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.3500)*(430.00*.5)/( 1.74*(l/3)]= 23.26 Rainfall intensity (I) = 2.737 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.786(CFS) Total initial stream area = 0.82 0(Ac.) +-h-f-f-(--f •(--^-I--1--f-t--t--(•-(•-t--i-+ +-^ +-i--i-+-f + + + +-H-I--f +-K +-t-+-i--I--H-f-f-I-+ + + Process from Point/Station 1202.000 to Point/Station 1203.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 454.00(Ft.) Downstream point elevation = 452.00(Ft.) Channel length thru subarea = 300.00(Ft.) Channel base width = 1.000(Ft.) 0 Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.515(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 2.515(CFS) Depth of flow = 0.413(Ft.), Average velocity = 3.336(Ft/s) Channel flow top width = 2.652(Ft.) Flow Velocity = 3.34(Ft/s) Travel time = 1.50 min. Time of concentration = 24.75 min. Critical depth = 0.434(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 2.629(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 3.322(CFS) for 3.610(Ac.) Total runoff = 4.108(CFS) Total area = 4.43(Ac.) + + + + .^ +++++ + + + + + + + + + + + + + + + + + + + + +++ + + + + + + .^-^-h + + + + -¥ + + + +++ + + + +++ + +++ + -t- + + + Process from Point/Station 1203.000 to Point/Station 1203.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 24.75 min. Rainfall intensity = 2.629(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 3.073(CFS) for 3.340(Ac.) Total runoff = 7.181(CFS) Total area = 7.77(Ac.) ++++++++++++++++++++++++++++++++-(--^+++++-^--^+•^-•(•++-^-^-I--»--t-++-H^ Process from Point/Station 1203.000 to Point/Station 1204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 452.00(Ft.) Downstream point elevation = 442.00(Ft.) Channel length thru subarea = 100.00(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 7.181(CFS) Depth of flow = 0.354(Ft.), Average velocity = 11.892(Ft/s) Channel flow top width = 2.415(Ft.) Flow Velocity = 11.89(Ft/s) Travel time = 0.14 min. Time of concentration = 24.90 min. Critical depth = 0.742(Ft.) Cl 0 0 + + + + + + + + + + + -¥ + -i- + + + + + + + + + + + -¥ + + + + + + + + + + + + + + + + + + -^ + + + + + + + + + + + + + + + + + + + + -^ + + + + Process from Point/Station 1204.000 to Point/Station 1204.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 24.90 min. Rainfall intensity = 2.620(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.761(CFS) for 0.830(Ac.) Total runoff = 7.942(CFS) Total area = 8.60(Ac.) -I--(-•(•-I--f-f •(•-t-•(• •(•-f-f-t--h-I--i--I--t--h-I--I--h-I-+ +-f •(•-I--I--f-I--f-I--f-f-I--K-I--I-+-f-f-I-+ Process from Point/Station 1204.000 to Point/Station 12 05.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 442.00(Ft.) Downstream point elevation = 420.00(Ft.) Channel length thru subarea = 250.00(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 8.219(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.219(CFS) Depth of flow = 0.391(Ft.), Average velocity = 11.778(Ft/s) Channel flow top width = 2.566 (Ft.) Flow Velocity = 11.78(Ft/s) Travel time = 0.35 min. Time of concentration = 25.25 min. Critical depth = 0.797(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 2.596(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.545(CFS) for 0.600(Ac.) Total runoff = 8.487(CFS) Total area = 9.20(Ac.) -I--H-I--h + +-)•-f-t--^-h +-)-+-I--t--t--)--h-1--I--t--I--I-+-f-I--h +-I-+-I--t--I--I-+ + + + + + +-t-+-H-t-+ + Process from Point/Station 1205.000 to Point/Station 1205.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 25.25 min. Rainfall intensity = 2.596(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.191(CFS) for 0.210(Ac.) Cl 0 0 Total runoff = 8.678(CFS) Total area = 9.41(Ac.) -l•-l-•^•t••l-•^-|--|--t--|-•t••(•+-^+-^-^-^-•^•-^••^•+-(--t--t-•^•l-++•^+-t--t--t--t--^-^-^-^•l-•l-+-^ Process from Point/Station 1205.000 to Point/Station 1206.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 416.00(Ft.) Downstream point/station elevation = 410.00(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 8.678(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.678(CFS) Normal flow depth in pipe = 5.47(In.) Flow top width inside pipe = 16.56(In.) Critical Depth = 13.68(In.) Pipe flow velocity = 19.11(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 25.30 min. -t-•^ •^-t--i--f-t-•^-t-•^ •^-1--t--t--(•+•••-f-I--I--1--t--t--I--I--I-•(• •»•-)--I--f-)•-I-•(•+-t-•(• + Process from Point/Station 1206.000 to Point/Station 1207.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 8.849(CFS) Depth of flow = 0.800(Ft.), Average velocity = 5.534(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 10.00 0.00 3 20.00 4.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 8.849(CFS) ' ' flow top width = 3.999(Ft.) ' ' velocity= 5.534(Ft/s) ' ' area = 1.599(Sq.Ft) ' ' Froude number = 1.542 Upstream point elevation = 410.000(Ft.) Downstream point elevation = 390.000(Ft.) Flow length = 190.000 (Ft.) Travel time = 0.57 min. Time of concentration = 25.87 min. Depth of flow = 0.800(Ft.) Average velocity = 5.534(Ft/s) Total irregular channel flow = 8.849(CFS) Irregular channel normal depth above invert elev. = 0.800(Ft.) Average velocity of channel(s) = 5.534(Ft/s) Sub-Channel No. 1 critical depth = 0.953(Ft.) ' ' ' critical flow top width = 4.766(Ft.) ' ' ' critical flow velocity= 3.896(Ft/s) ' • ' critical flow area = 2.271(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 C( 0 0 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 2.555(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.331(CFS) for 0.370(Ac.) Total runoff = 9.009(CFS) Total area = 9.78(Ac.) -I--f-I--I--I--F-H-»•-I--t--t--t--»•-K-I--I--^-f-H •(--I--1--t--I--I--I--t--t--I--t--^+ •(•+-t--I--I--I--(• Process from Point/Station 1206.000 to Point/Station 1207.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.780(Ac.) Runoff from this stream = 9.009(CFS) Time of concentration = 25.87 min. Rainfall intensity = 2.555(In/Hr) -t--t--^-l--l--^•^•l--l•-^•+-l••^-^-•^-l--^--^-^-l--l-•(•-^••^-l•-t•-^•-^--^-^•++-^--l--t--l--^-^--t--^-l--^-+ Process from Point/Station 1208.000 to Point/Station 1209.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)*3)/(elevation change)385 *60(min/hr) + 10 min. Initial subarea flow distance = 720.00(Ft.) Highest elevation = 543.00(Ft.) Lowest elevation = 489.00(Ft.) Elevation difference = 54.00(Ft.) TC=[(11.9*0.1364^3)/( 54 . 00) ] * . 385= 3.36 -i- 10 min. = 13.36 min. Rainfall intensity (I) = 3.914 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.274(CFS) Total initial stream area = 0.200(Ac.) -I-+++-i--I--I--I--I--^+•(•-(-+-f+-f-f-I--t--H+-I--t-+-I--(--I--t-++++-1-•^+-I-+H--I-+++++++-I-++-t^ Process from Point/Station 1209.000 to Point/Station 1210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 489.00(Ft.) Downstream point elevation = 418.00(Ft.) Channel length thru subarea = 550.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.706(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 2.706(CFS) Depth of flow = 0.13 8(Ft.), Average velocity = 8.644(Ft/s) Channel flow top width = 2.550(Ft.) Flow Velocity = 8.64(Ft/s) Travel time = 1.06 min. 0 0 0 Time of concentration = 14.42 min. Critical depth = 0.340(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.726(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.630(CFS) for 3.550(Ac.) Total runoff = 4.904(CFS) Total area = 3.75(Ac.) -I--^-H-f-)• •»• •(•-I--f-t--H-)•-t--H-h-t--h-t--•• •(--I--I--I--t--(--i--t--(•-H-h-I--t-+-t-+-(•-H-f-f-f +-t^ Process from Point/Station 1210.000 to Point/Station 1207.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 5.218(CFS) Depth of flow = 0.405(Ft.), Average velocity = 4.235(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 10.00 0.00 3 30.00 2.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 5.218(CFS) ' ' flow top width = 6.080(Ft.) ' ' velocity= 4.235(Ft/s) ' area = 1.232(Sq.Ft) ' ' Froude number = 1.658 Upstream point elevation = 418.000(Ft.) Downstream point elevation = 390.000(Ft.) Flow length = 200.000(Ft.) Travel time = 0.79 min. Time of concentration = 15.20 min. Depth of flow = 0.405(Ft.) Average velocity = 4.235(Ft/s) Total irregular channel flow = 5.218(CFS) Irregular channel normal depth above invert elev. = 0.405(Ft.) Average velocity of channel(s) = 4.235(Ft/s) Sub-Channel No. 1 critical depth = 0.496(Ft.) ' ' • critical flow top width = 7.441(Ft.) ' ' ' critical flow velocity= 2.827(Ft/s) ' ' ' critical flow area = 1.846(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.601(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.605(CFS) for 0.480(Ac.) Total runoff = 5.509(CFS) Total area = 4.23(Ac.) (i 0 0 -t--^-•^++•^-+-^•^•-l--t••(••^•^•^^•-^-^--^--l--l--^-+-^--l--t--l--^-t•-^-^--^••^-^•-^-^-^-t--^-t-+-^-^+ Process from Point/Station 1210.000 to Point/Station 1207.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.230(Ac.) Runoff from this stream = 5.509(CFS) Time of concentration = 15.20 min. Rainfall intensity = 3.601(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax{1) = Qmax(2) 9.009 25.87 2.555 5.509 15.20 3.601 1.000 * 1.000 * 9.009) -t- 0.710 * 1.000 * 5.509) ^• = 12.918 1.000 * 0.588 * 9.009) + 1.000 * 1.000 * 5.509) + = 10.802 Total of 2 streams to confluence: Flow rates before confluence point: 9.009 5.509 Maximum flow rates at confluence using above data: 12.918 10.802 Area of streams before confluence: 9.780 4.230 Results of confluence: Total flow rate = 12.918(CFS) Time of concentration = 25.873 min. Effective stream area after confluence = 14.010(Ac.) -H + •»•-I--h-h + +-I-+-t--I--t--I-+ -»•-t--»•-H + + ++-t--t--i-+ •(• +-t--H-h-1--H-I--i--t--H-f-f-I-+-t^ Process from Point/Station 1207.000 to Point/Station 1211.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 13.195(CFS) Depth of flow = 0.856(Ft.), Average velocity = 4.498(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 6.00 0.00 3 16.00 2.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 13.195(CFS) flow top width = 6.851(Ft.) • ' velocity= 4.498(Ft/s) area = 2.934(Sq.Ft) ' ' Froude number = 1.211 Upstream point elevation = 390.000(Ft.) 0 0 0 Downstream point elevation = 384.000(Ft.) Flow length = 100.000(Ft.) Travel time = 0.37 min. Time of concentration = 26.24 min. Depth of flow = 0.856(Ft.) Average velocity = 4.498(Ft/s) Total irregular channel flow = 13.195(CFS) Irregular channel normal depth above invert elev. = 0.856(Ft.) Average velocity of channel(s) = 4.498(Ft/s) Sub-Channel No. 1 critical depth = 0.922(Ft.) ' ' ' critical flow top width = 7.375(Ft.) ' ' ' critical flow velocity= 3.882(Ft/s) ' ' ' critical flow area = 3.399(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 2.532(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.532(CFS) for 0.600(Ac.) Total runoff = 13.450 (CFS) Total area = 14,61 (Ac) -H-I--t--^-I--^-t--t--I--I--1-+-i--i--H-I--t--t--t--I--H-I-+-I--I-+-t-+ +-1--I--H-(-+ + +-1--I-+ Process from Point/Station 1211.000 to Point/Station 1211.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 26.24 min. Rainfall intensity = 2.532(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.794(CFS) for 5.410(Ac.) Total runoff = 18.244(CFS) Total area = 20.02(Ac.) +-I-•)•-I--^ •^-t--t--I--I--I--^-f-t--H-H-H-t--t--•• -I-+ +-(-+-1--t--t--I--t--f +-(--f-I--I--I-+ Process from Point/Station 1211.000 to Point/Station 209.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 380.50(Ft.) Downstream point/station elevation = 375.17(Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 18.244(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.244(CFS) Normal flow depth in pipe = 10.35(In.) Flow top width inside pipe = 23.77(In.) Critical Depth = 18.47(In.) Pipe flow velocity = 14.09(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 26.4 9 min. +++ + + + + + + + + + + + + + + + + + + -)- + + + -(--t--!--!--!--!--H-I--h-1--!• + ••• •!•-»•-I--^-t••^-^•^ Process from Point/Station 209.500 to Point/Station 209.500 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 26.49 min. Rainfall intensity = 2.517(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.722(CFS) for 0.820(Ac.) Total runoff = 18.967(CFS) Total area = 20.84(Ac.) End of computations, total study area = 20.84 (Ac.) # 0 Temporary Basin 2A Hydrology 0 0 c 0 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 04/18/03 CARLSBAD OAKS NORTH TEMPORARY BASIN 2A G:\ACCTS\961005\INT2A2.OUT ********* Hydrology Study Control Information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57.1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 230.000 to Point/Station 231.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type 1 Initial subarea flow distance = 50.00(Ft.) Highest elevation = 341.00(Ft.) Lowest elevation = 340.00(Ft.) Elevation difference = 1.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 2.02 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*( 50.00*.5)/( 2.00*(l/3)]= 2.02 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 0.066(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 231.000 to Point/Station 232.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 340.000(Ft.) End of street segment elevation = 323.000(Ft.) Length of street segment = 540.000(Ft.) 0 Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30,500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0,020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0,0150 Estimated mean flow rate at midpoint of street = 0.121(CFS) Depth of flow = 0,096(Ft.), Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.19(Pt/s) Travel time = 4.10 min. TC = 9.10 min. Adding area flow to street User specified 'C value of 0.630 given for subarea Rainfall intensity = 5.013(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.630 Subarea runoff = 5.179(CFS) for 1.640(Ac.) Total runoff = 5.245(CFS) Total area = 1.65(Ac.) Street flow at end of street = 5.245(CFS) Half street flow at end of street = 5.245(CFS) Depth of flow = 0.315(Ft.), Average velocity = 4.108(Ft/s) Flow width (from curb towards crown)= 10.980(Ft.) -I-+ + + +-».-(•-f-I-++•(-+-t-+ + +-h-h-h-f-f-h-h-f-I--I--I--f-i--t-+ +-h-h-f-f-t--t--t--f-h +-f-f-t^ Process from Point/Station 232.000 to Point/Station 232,000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0,610 given for subarea Time of concentration = 9.10 min. Rainfall intensity = 5.013(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.610 Subarea runoff = 2.446(CFS) for 0.800(Ac.) Total runoff = 7.691(CFS) Total area = 2.45(Ac.) Process from Point/Station 232,000 to Point/Station 236,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 317.50(Ft.) Downstream point/station elevation = 317.00(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.691(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.691(CFS) Normal flow depth in pipe = 7.09(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 12,90(In.) Pipe flow velocity = 11.90(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.12 min. # -h-1-•(--h-h-f-H-t--i--t-+-h-I--h-I--h-h-t--1-+-I--h-1--h-h-I--1--f-I--I-+-)--H-h-I--h-h-I--f •(•-t--h-t-+ ^ Process from Point/Station 232.000 to Point/Station 236.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.450(Ac.) Runoff from this stream = 7.691(CFS) Time of concentration = 9.12 min. Rainfall intensity = 5.008(In/Hr) Program is now starting with Main Stream No. 2 -f-t"»"l"f-t"l"("l-++-t"l"("l"l"l"i"l--H Process from Point/Station 1301.000 to Point/Station 1302.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi) *3) / (elevation change) 385 *60 (min/hr) •)- 10 min. Initial subarea flow distance = 880.00(Ft.) Highest elevation = 542.50(Ft.) Lowest elevation = 400.00(Ft,) Elevation difference = 142,50(Ft,) TC=[(11.9*0.1667*3)/(142.50)]*.385= 2.91 -t- 10 min. = 12.91 min. Rainfall intensity (I) = 4.001 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 4.369(CFS) Total initial stream area = 3.120(Ac.) -H-h-t-+-I-+-I--H-t-+-I-+-h-1--h-h-h-t--)• + +-t--l--f-I--f •)--(•-i--H-)--I--t--H +-H-1-+-(--)--1--1--t- Process from Point/Station 1302.000 to Point/Station 1302.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 12.91 min. Rainfall intensity = 4.001(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 5.867(CFS) for 4.190(Ac.) Total runoff = 10.236(CFS) Total area = 7.31(Ac.) +++++++++++•^•^+•^++++•^+++++++++++++++•^++++++++++++++++++++++++++++++++•^•+ Process from Point/Station 1302.000 to Point/Station 1303.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 10.712(CFS) Depth of flow = 0.957(Ft.), Average velocity = 4.925(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : 0 Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 7.00 0.00 3 19.00 4.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 10.712(CFS) ' ' flow top width = 4.546(Ft.) ' ' velocity= 4.925(Ft/s) ' area = 2.175(Sq.Ft) ' ' Froude number = 1.255 Upstream point elevation = 400.000(Pt.) Downstream point elevation = 392.000(Ft.) Flow length = 120.000(Ft.) Travel time = 0.41 min. Time of concentration = 13.32 min. Depth of flow = 0.957(Ft.) Average velocity = 4.925(Ft/s) Total irregular channel flow = 10.712(CPS) Irregular channel normal depth above invert elev. = 0.957(Ft.) Average velocity of channel(s) = 4.925(Ft/s) Sub-Channel No. 1 critical depth = 1.047(Ft.) ' • ' critical flow top width = 4.973(Ft.) ' ' ' critical flow velocity= 4.115(Ft/s) ' ' ' critical flow area = 2.603(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.922(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 Subarea runoff = 0.933(CFS) for 0.680(Ac.) Total runoff = 11.169(CFS) Total area = 7.99(Ac.) -K-t--H-1--H +-h +-f+-f-t--f +-1--h-h-I--I--I--t--t-+-I--h-(•-f +-h-h +-I--h-t--h-I-+-I--H-I--h-K-H-f-f-h Process from Point/Station 1303.000 to Point/Station 1303.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 13.32 min. Rainfall intensity = 3.922(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.200 (CFS) for 3.060 (Ac) Total runoff = 15.369 (CFS) Total area = 11.05 (Ac) Process from Point/Station 1303.000 to Point/Station 1304.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 16.085(CFS) Depth of flow = 0.889(Ft.), Average velocity = 5.423(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4,00 2 12.00 0.00 3 30.00 4.00 Manning's 'N' friction factor = 0.045 Sub-Channel flow = 16.085(CFS) ' ' flow top width = 6.670(Ft.) ' ' velocity= 5.423(Ft/s) ' ' area = 2.966(Sq.Ft) ' ' Froude number = 1.433 Upstream point elevation = 392.000(Ft.) Downstream point elevation = 377.000(Ft.) Flow length = 180.000(Ft.) Travel time = 0.55 min. Time of concentration = 13.87 min. Depth of flow = 0.889(Ft.) Average velocity = 5.423(Ft/s) Total irregular channel flow = 16.085(CFS) Irregular channel normal depth above invert elev. = 0.889(Ft.) Average velocity of channel(s) = 5.423(Pt/s) Sub-Channel No. 1 critical depth = 1.023(Ft.) ' ' ' critical flow top width = 7.676(Ft.) • ' ' critical flow velocity= 4.095(Pt/s) ' ' ' critical flow area = 3.928(Sq.Ft) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.820(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 1.377(CFS) for 1.030(Ac.) Total runoff = 16.746(CFS) Total area = 12.08(Ac.) -•--h-h-I--I-•t--f-i--h-h-I--h+ + -H + + -H-l--H-(. +++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + Process from Point/Station 1304.000 to Point/Station 1305.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 377.00(Ft.) ~ Downstream point elevation = 372.00(Ft.) Channel length thru subarea = 220.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 19.727(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 19.727(CFS) Depth of flow = 0.673(Ft.), Average velocity = 8.763(Ft/s) Channel flow top width = 4.691(Ft.) Flow Velocity = 8.76(Ft/s) 0 Cf Travel time = 0.42 min. Time of concentration = 14.29 min. Critical depth = 1.031(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.747(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 5.640(CFS) for 4.300(Ac.) Total runoff = 22.386(CFS) Total area = 16.38(Ac.) -1--f-i--h-I--h-I--I-•»-•(--I--I-+-f-I--h-f-t--t--I--I--f + + •)--I--I--I--I--I--h-(•-I--h-h+-I--t--h-f-I- Process from Point/Station 1305.000 to Point/Station 241.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 372.00(Ft.) Downstream point elevation = 358.00(Ft.) Channel length thru subarea = 210.00(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 24.614(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 24.614(CFS) Depth of flow = 0.570(Ft.), Average velocity = 13.739(Ft/s) Channel flow top width = 4.282(Ft.) Flow Velocity = 13.74(Ft/s) Travel time = 0.25 min. Time of concentration = 14.54 min. Critical depth = 1.156(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Rainfall intensity = 3.705(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.350 Subarea runoff = 4.227(CFS) for 3.260(Ac.) Total runoff = 26.613 (CFS) Total area = 19.64 (Ac) -I--h +-h + •(•-f-t--H-t--t--t--h-h+-i-•(--i--f-h-H-H-I-+-h-h-H-H + +-H-t--t-+-H-t--I--h +-f-h-h-h-h-)• + Process from Point/Station 241.000 to Point/Station 242.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 358.00(Ft.) Downstream point elevation = 328.00(Ft.) Channel length thru subarea = 330.00(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 26.871(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 26.871(CFS) c( Depth of flow = 0.692(Ft.), Average velocity = 16.292(Ft/s) Channel flow top width = 3.768(Ft.) Flow Velocity = 16.29(Ft/s) Travel time = 0.34 min. Time of concentration = 14.88 min. Critical depth = 1.391(Ft.) Adding area flow to channel User specified 'C value of 0.370 given for subarea Rainfall intensity = 3.651(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.370 Subarea runoff = 0.513(CFS) for 0.380(Ac.) Total runoff = 27.127(CFS) Total area = 20.02(Ac.) -I--I-+-t-+-I--H-h-t--I-+-I--f-l--I--I-•)--h-H-h-I-•(--t--t--h-t--h+-I--I--h-H-I--H+-t--I--I--t-+-I-+ Process from Point/Station 242.000 to Point/Station 236.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 322.50(Ft.) Downstream point/station elevation = 314,70(Ft,) Pipe length = 320.84(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 27.127(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 27.127(CFS) Norraal flow depth in pipe = 15.77(In.) Flow top width inside pipe = 22.78(In.) Critical Depth = 21.73(In.) Pipe flow velocity = 12.38(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 15.31 min. Process from Point/Station 242.000 to Point/Station 236.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.020(Ac.) Runoff from this stream = 27.127(CFS) Time of concentration = 15.31 min. Rainfall intensity = 3.584(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.691 9.12 5.008 2 27.127 15.31 3.584 Qmax(l) = 1.000 * 1.000 * 7.691) -I- 1.000 * 0.595 * 27.127) + = 23.840 Qmax(2) = 0.716 * 1.000 * 7.691) -i- 1.000 * 1.000 * 27.127) + = 32.631 Total of 2 main streams to confluence: Flow rates before confluence point: 7.691 27.127 Maximum flow rates at confluence using above data: C( # 23.840 32.631 Area of streams before confluence: 2.450 20.020 Results of confluence: Total flow rate = 32.631(CFS) Time of concentration = 15.314 min. Effective stream area after confluence = 22.470 (Ac) -I--t--h-f-1--t-•(•-I--h-t-+-f-1--1--I--I--t--t--f-i--l--f-f-H-I--H-I--I--t--t--h-h-I--h-h-t--t--1--I--I- Process from Point/Station 236.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.70(Ft.) Downstream point/station elevation = 313.18(Ft.) Pipe length = 55.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.631(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 32.631(CFS) Normal flow depth in pipe = 18.09(In.) Plow top width inside pipe = 36.00(In.) Critical Depth = 22.25(In.) Pipe flow velocity = 9.17(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 15.41 min. Process from Point/Station 236.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.470(Ac.) Runoff from this stream = 32.631(CFS) Time of concentration = 15.41 min. Rainfall intensity = 3.569(In/Hr) Process from Point/Station 230.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft.) Highest elevation = 341.00(Ft.) Lowest elevation = 340.60(Ft.) Elevation difference = 0.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.79 min. TC = [1.8*(l.l-C)*distance*.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*( 30.00*.5)/( 1.33*(l/3)]= 1.79 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 0.066(CFS) ( # Total initial stream area = 0.010(Ac.) Process from Point/Station 233.000 to Point/Station 235.000 **** STREET FLOW TRAVEL TIME -t- SUBAREA FLOW ADDITION **** Top of street segment elevation = 340.600(Ft.) End of street segment elevation = 323,000(Ft,) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft,) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.200 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0,020 Gutter width = 1,500(Ft,) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.093(CFS) Depth of flow = 0,093(Ft,), Average velocity = l,796(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.80(Ft/s) Travel time = 7.42 min. TC = 12.42 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type 1 Rainfall intensity = 4.101(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.953(CFS) for 0.800(Ac.) Total runoff = 3.019(CFS) Total area = 0.81(Ac.) Street flow at end of street = 3.019(CFS) Half street flow at end of street = 3.019(CFS) Depth of flow = 0.284(Ft.), Average velocity = 3.141(Ft/s) Flow width (from curb towards crown)= 9.434(Ft.) Process from Point/Station 235.000 to Point/Station **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Time of concentration = 12.42 min. Rainfall intensity = 4.101(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.070(CFS) for 0.290(Ac.) Total runoff = 4.090(CFS) Total area = 1.10(Ac.) r + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^ Process from Point/Station 235.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 1.100 (Ac) 4.090(CFS) 12.42 min. 4.101(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 32.631 4.090 1.000 0.870 000 000 15.41 12.42 1.000 * 1.000 * 0.806 * 1.000 * 3.569 4.101 32.631) -h 4.090) -I- 32.631) -t- 4.090) + 36.190 30.391 0 Total of 2 streams to confluence: Flow rates before confluence point: 32.631 4.090 Maximum flow rates at confluence using above data: 36.190 30.391 Area of streams before confluence: 22.470 1.100 Results of confluence: Total flow rate = 36.190(CFS) Time of concentration = 15.415 min. Effective stream area after confluence = 23.570 (Ac) + + + + ++ + + + + + + + + + + + +-H-+-h-("t--t"i"t"f-i--t--t"l"l"h-h-H-h-t--t-H+ +H Process from Point/Station 235.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** K-i-l-t-f-t-f-l")- 344.000 36.190(CFS) Upstream point/station elevation = 312.85(Ft.) Downstream point/station elevation = 312.50(Ft.) Pipe length = 55.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 36.00(In.) Calculated individual pipe flow = 36.190(CFS) Normal flow depth in pipe = 21.80(In.) Flow top width inside pipe = 35.19(In.) Critical Depth = 23.48(In.) Pipe flow velocity = 8.08(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 15.53 min. End of computations, total study area = 23.57 (Ac) 0 BORROW Desiltation Basin Calculations Qavg — C X Iavg X A Standpipe Calculations 0 Q = H = c = 0.35 'avg -Pe/e hr. Case 1 P6 = 1.9 in. Q = CPH^'^ 'avg ~ 0.32 in./hr A = 7.8 ac. C = 3.0 P = 2.40 Qavg ~ 0.868933 cfs d = 0.76 As = 1.2Q 18"pip9 , Vs Vs = 0.00024 ft/sec min. As = 4345 sf actual As = 4410 sf Soil Loss Calculations A=RxKxLSxCxP R=16.55(p)" P = 1.4 in. R = 34.70 K = 0.24 C = 1.0 P = 1.3 Area Use % Area Length Slope/ Grade LS Slope 10 50 2:1 12.6 Pad 90 640 2 0.18 Ave LS = 1.42 A = 15.39 tn/yr/ac Soil Loss = 120.7 tn/yr = 21^ cf 7.2 1 cfs ft. Case 2 Q = CA(2gh C = 0.67 A= 1.34 d= 1.31 Appendix 1 0 0 C1D2. ^ Mount r^lvsE! ys_c FvD> CIG2)y CfDap^^OD? DQD Vr/ /. AtE LeC 'Atlg HrC 117^15' sao. 0 4ao t i::::zr CacMc/sj7/ a/ ^u/ro//. C -.SO SAN OIEGO CCUNTY QEPARTMEMT OF SPECIAL CtSTHlCT SE,=?VICES | OESIGN .MANUAL UR3AN AREAS OVE.=^LA.M0 TIME OF FLOW CURVES I CATE '-^A/^f Ar°ENClX X H 0 - BOO - 7aa - eoo \ SOO 4oa 0 —soao — 4aao —3ooo —zooa £QU/?r/OA/ 7c-- M • e/firchVe s/ooe /ma (See /Ippendix X a) ^ \ \ 40O ""O- 300 20O \ 4- 3- 2- \ •lOO \ \ - \ - so •40 30 ZO as. n ADD TEN MINUTES TO \ H COMPUTED TIME OF CON- \ JCENTRATION- ^ FIGURE )4.I3 H 4 ^saoo \-^4^0 — 3000 — 200O -/SOO • /600 • /400 /2oa - /ooa •900 •80O • 700 •600 -SOO — 400 — IOO — 200 > \ /i/t//7c//es — e4o /80 /£0 /OO 90 SO 70 ~60 SO — 40 — 30 -ZO • /a • /s •/4 \—/2 - /C •9 • a 7 • 6 — 3 SAN DIEGO COUNTY HI. 210 DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED • 'i- 'f<r::/,^.^ JTAX . NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE APPENDIX X-A 0 TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) # DEVELOPED AREAS (URBAN) Land Use Coefficient, C Soil Type(l) Residential: A B C 0 Si ngle Family M M .50 .55. Multi-Units M .50 .60 .70 Mob i1e homes M .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 AO M Commerci al(2) 80% Impervi OUS .70 .75 .80 .85 Industrial (2) 90% Impervious .80 .85 .90 •95 NOTES: (^)obtain soil type from Appendices IX-Cl thru IX-Ck. (2)whe re act ual''condi tions deviate significantly from the tabulated impervious- ness values of 80% or 90%, the vaiues given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness 50% Tabulated imperviousness = 80% . Revised C « 50 x 0.85 = 0.53 80 FIGURE 14.4 III.199 APPENDIX IX-B < l/l n cn -a m o COUNTY OF SAN DIEGO 0EPARTMENT OF SANITATION 8- FLOOD CONTROL '.5 to •o 03 3] CZ A] rn ro 33' 30' 15' i»5' fKlia U.S. DtPARTMtrf SPECIAI. STUDIES UKA.NCII. OH lCli Ol I) 30' 100-YEAR. 24-1101R PRECIPITATIOM •20-^ISOPLUVIALS OF 100 -YEAR 24-llOUn PnECiPITATIOM IN PMJIIS^OFJN^ INCH r OF COMMERCE 'iV 30 COUlfTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-VEM 6-llOU'l PliECIPITATIOil to o l/l 3! IO c m EI ISOPLUVIALS PriECIFiTATlOn \\\ OF 100-YEAR 6-HOUR EiSTIlS GF AM IMCII Prcpa U.S. DEPARTMEN NATIONAL OCI£ANIC ANO SPECIAL STUDIES DRANCII, OFFICIi OF II DPSIGN CHART 0 Directions for AppHcatiorv: 1) From precipitation maps determine 6 hr, .' 24 hr. amounts for the selected frenuei These maps are printed,in the County Hj Manual (10, 50 and 100 yr. maps 1nclud( Design and Procedure Manual). 2) Adjust 6 hr.'precipitation (if necessai that It is within the range of 45« to I the 24 hr. precipitation. (Not npplici to Desert) 3) Plot 6 hr. precipitation bn thc right \ of the chart. 4) Draw a line through'the point parallel plotted lines. i 5) This line Is the Intensity-duration cur the location being analyzed. Application Form; 0) Selected Frequency 1 jr. 1) In., P 24' 2) Adjusted *Pg- '24 In. 3) 4) c I • min. In/hr. •Not Applicable to Desert Region This chart replaces, the Intensity- Duratlon-Frequency curves used since 1965. # PART 2 CONSTRUCTION MATERIALS SECTION 200 - ROCK MATERIALS 200-1.1 General (p. 66) Add: "Alternate Rock Materials - Type "S" as de- scribed In Section 400 may be used, unless specifi- cally prohibited In Speclal Provisions". 200-1.6 Stone for Riprap (p. 69) Add: "The Individual classes of rocks used In slope protection shall conform to the following: PERCENTAGE LARGER "mAN* *200-1.6.1 Selection of Riprap and Filter Ulanket Material CUSSES Rock Sizes 2 Ton 1 Ton 1/2 Ton 1/4 Ton No. 2 Backing No. 3 Backing 4 Ton 2 Ton 1 Ton 1/2 Ton 1/4 Ton 200 Ib 75 Ib 25 Ib 5 Ib 1 Ib 0-5 50-100 95-100 0-5 50-100 95-100 0-5 50-100 95-100 0-5 50-100 95-100 0-5 25-75 90-100 0-5 25-75 90-100 *The amount of material smaller than the smallest size Iisted In the table for any class of rock slope protection shall not exceed the percentage limit Iisted In the table determined on a weight basis. Compllanoe with the percentage limit shown In the table for all other sizes of tha Individual pieces of any class of rock slope protection shall be de- termined by the ratio of the number of Individual pieces larger than the smallest size Iisted In the- table for that class. Vel. Ft/Sec (1) Rock Class (2) Riprap Thick- ness "T" Filter Blanket (3) Vel. Ft/Sec (1) Rock Class (2) Riprap Thick- ness "T" Upper Layer(s) Vel. Ft/Sec (1) Rock Class (2) Riprap Thick- ness "T" Opt. 1 Sec. 200 (4) Opt. 2 Sec. 400 (4) Opt. 3 (5) Lower Layer (6) 6-7 No. 3 Back- ing .6 3/16" C2 D. G. 7-8 No. 2 Back- ing 1.0 1/4" 83 D.G. 8-9.5 Fac- ing 1.4 3/8" — O.G. 9.5-1t Light 2.0 1/2". 3/4", 1 1/2" P.B. 11-13 1/4 Ton 2.7 3/4" 3/4", 1 1/2" P.B. Sand 13-15 1/2 Ton 3.4 1" 3/4", 1 1/2" P.B. Sand 15-17 1 Ton 4.3 1 1/2" — Type B Sand ,17-20 2 Ton 5.4 2" — Type B Sand L .— . . .... I ivju IU siiuaiiun: where "T" Is less than 0. (1) Average velocity In pipe or bottom velocity In energy dissipator, whichever Is greater. (2) If desired riprap and filter blanket class Is not available, use next larger class. 0 Appendix 2 Excerpt from Rick Engineering Study 0 0 RICK ENGINEERING ]' COMB^J^JY .San Dicgo • Riverside Orange • Phoenix • Tucsun X Miller Resources Division February 11,2004 Mr. Glen Van Peski GVP Consultants 3764 Cavern Place Carlsbad, Califomia 92008-6585 SUBJECT: CHANGES TO OUTLET STRUCTURES AT PROPOSED MELROSE AND FARADAY DETENTION BASINS (RICK ENGINEERING COMPANY JOB NUMBER 13182-D) Dear Mr. Van Peski: Rick Engineering Company has completed revisions to the hydrologic analysis for the watershed tributary to Agua Hedionda Creek within the Rancho Carlsbad Mobile Home Park in the City of Carlsbad, Califomia. These revisions resulted in changes to the geometry of the outlet stmctures at the proposed Melrose and Faraday detention basins. This letter specifles the revised geometry of each outlet stmcture. Modifications to the HEC-1 hydrologic model included the following: • Basin factors were reevaluated and changed appropriately based on the impact of new environmental regulations and their restrictions on the ultimate development of the watershed. Lag times were recalculated based on the modified basin factors. • Manning's roughness coefHcients in the stream routing were reevaluated and modifled in the HEC-1 where appropriate based on the impact of new environmental regulations and their restrictions on the ultimate development in the watershed. • The storage routing rating curve for the proposed Mehose detention basin was revised based on the grading plans titled "Carlsbad Raceway" Project No. C.T, 98-10, Drawing No. 409-1 A, Sheet 4 of 14, dated September 2002. • The storage routing rating curve for the proposed Faraday detention basin was revised based on the grading plans titled "Carlsbad Oaks North El Fuerte Street" Project No. C.T. 97-13, Drawing No. XXX-XA, Sheet 3 of 7, dated April 2003, and grading plans titled "Carlsbad Oaks North Faraday Avenue" Project No. C.T. 97-13, Drawing No. XXX-XA, Sheets 9 and 10 of 19, dated March 2003. / fi Mr. Glen Van Peski Febmary 11,2004 Page 2 The geometry of the Mehose outlet stmcture was specified on the above-mentioned plans as a 36" reinforced concrete pipe (RCP) placed within the existing 10'x7' reinforced concrete box (RCB). The RCP would maintain the existing flowline elevation, and a concrete wall would be constmcted to block the void. The modified geometry consists of an orifice plate with a rectangular opening of 5.6' wide by 4' tall in place of the 36" RCP. The existing flowline elevation of 308 ft is maintained. This opening allows approximately 489 cfs out of the basin. The ponded water surface elevation within the basin is 330.5 ft, which results in approximately 49.3 ac-ft of storage. On the above-mentioned grading plans, the geometry of the Faraday outlet stmcture was designated as a 6' by 7' RCB with a flowline elevation of 221.84 ft. The modified geometry specifies a 4.3' wide by 5.7' tall RCB in place of the 6' by 7' RCB. The existing flowline elevation of 221.84 ft is maintained. This opening allows approximately 642 cfs out ofthe basin. The ponded water surface elevation within the basin is 241.4 ft, which results in approximately 49.8 ac-ft of storage. The hydraulics of the outlet stmctures are so sensitive that even the slightest change in the dimensions results in significant fluctuations in storage volume. If the stmctures are constmcted with standardized dimensions (whole or half foot increments) they will not function properly. If the outlet is too large it under-utilizes the available storage and increases the flow rate downstream. If it is too small the basin will store too much and exceed the 50 ac-ft maximum volume limit per the regulations of the Division of Safety of Dams (DSOD). Please forward this infomiation to the appropriate consultants so the grading plans can be modified to reflect the new outlet structure geometries. tf you have any questions regarding this tetter please contact me at (619) 291 -0707. Sincerely, RICK ENGINEERING i "Li Dennis C. Bowling, M. R.C.E. #32838, Exp. 06/06 Principal DCB:KH:jc.OOl RANCHO CARLSBAD CHANNEL & BASIN PROJECT (Job Number 13182) June 30, 1998 Prepared for: City of Carlsbad 2075 Las Palmas Drive Carlsbad, Califomia 92009-1576 Dennis CT^bjsdihg, M.S. R.C.E. #32838 Exp. 6/02 Prepared By: Rick Engineering Company Water Resources Division 5620 Friars Road San Diego, Califomia 92110-2596 (619) 291-0707 Introduction This report has been prepared to summarize the hydrologic and hydraulic studies conducted by Rick Engineering Company for the City of Carlsbad as part ofthe Rancho Carlsbad Channel and Basin Project. Rancho Carlsbad Mobile Home Park (RCMHP) is located north of EI Camino Real midway between College Boulevard and Tamarack Avenue. See the Vicinity Map on the next page. RCMHP contains portions of both Agua Hedionda and Calaveras Creeks. Agua Hedionda Creek flows westerly through the southem portion of RCMHP. Calaveras Creek flows southwesterly along the northem property boundary. Calaveras Creek confluences with Agua Hedionda Creek within RCMHP approximately 300 feet upstream of El Camjno Real. The Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) shows that a large portion of RCMHP is inundated by the lOO-year storm. See the FIRM in Map Pocket 1. The purpose ofthis study is to provide recommendations for minimizing the lOO-year flooding in RCMHP. These recommendations include upstream detention basins to decrease the peak flow and on-site creek W- improvements to increase the creek capacities. I (Hydrologic Methodology Hydrologic analyses were prepared to detennine the 100-year peak discharge within RCMHP || and to analyze proposed detention scenarios. Two hydrologic analyses using the U. S. Army Corps of Engineers' HEC-1 flood hydrograph program are included in this report. The first analysis ( modeled the existing detention facilities and ultimate development. Ultimate development was assumed in order to account for the maximum anticipated discharge in the watershed. The results ofthe first analysis confirmed that the creeks in RCMHP are inadequate to convey the 100-year I I il i ' ^ ~ DCB:MDL:emn/Report/J-13182.001 PreparedBy: ... 1 07/01/98 Rick Engineering Company - Water Resources Division storm. Therefore, additional analyses were performed in order to study detention scenarios. The HEC-1 analysis containing the most desirable detention scenario is included in this report and is based on the existing and four proposed detention facilities and ultimate development within the entire watershed. The HEC-1 input and methodology are discussed below. The HEC-1 results are discussed in the following section. Prior to preparing the HEC-1 input, previous studies (listed in "References") for RCMHP were reviewed and site visits were performed. The site visit objectives were to verify the watershed boundary and major flow paths of both Agua Hedionda and Calaveras Creeks, determine existing detention locations, and review proposed detention locations. Prior to the site.visits, the watershed boundary and flow paths were delineated on the United States Geological Survey's (USGS) quadrangle maps. The watershed was divided into sub-basins in order to obtain peak flows at existing and proposed detention facility locations and at locations listed in the current Flood Insurance Study. The watershed boundary, flow paths, and sub-basin boundaries were verified during the site visits and adjusted appropriately. See Map Pocket 2 for the RCMHP watershed boimdary map. During the site visits, existing detention facilities such as dams and road embankments were noted. Two dams exist within the RCMHP watershed: Calaveras and Squires. Ofthese two. only Calaveras dam provides significant detention. It is located within Calaveras Creek and detains the i upstream creek flows. On the other hand. Squires Dam is located at the upper end of a drainage W basin and provides mmimal detention. The plans fbr Calaveras Dam were obtained firom the ^ Division of Safety of Dams (DSOD) and the ouflet works and storage capacity were modeled in the hydrologic analyses. i DCB:MDL:emn/Report/J-13182.001 Prepared By: ... 07/01/98 Rick Engineering Company - Water Resources Division Furthermore, the following road embankments were identified as potential existing detention facilities: Business Park Drive (south of Park Center Drive), Sycamore Avenue (north of Grand Avenue), Shadowridge Drive (north of Antiqua Drive), Melrose Drive (north of Cannon Road), and Melrose Drive (south of Aspen Way). As-built plans for these road crossings were obtained firom the appropriate agencies. The culverts and storage capacities of the Sycamore Avenue, Shadowridge Drive, and Melrose Drive (Cannon Road) facilities were modeled in the hydrologic analyses. The Business Park Drive and Mekose Drive (Aspen Way) crossings were not modeled because the culverts at these locations are large enough to convey most of the upstream flows wifli minimal detention. Two main criteria were considered in selecting potential proposed detention basin sites. First, the facilities listed in the Master Drainage Plan were considered. Second, existing or proposed road crossings were considered. Detention basin constmction at road crossings provides several benefits. Road crossings create a natural location for detention. They are cost-effective because the road embankment is used for detention. They do not create a significant increase in environmental impacts. The above-mentioned sub-basins and detention facilities were modeled in tiie HEC-1 program. The program parameters mclude sub-basin area, rainfall distribution, lag time, and curve number. These parameters were determined as follows: The sub-basin area was obtained from the USGS watershed boundary map. The rainfall distribution was based on storm duration and frequency, as well as the sub-basin's geographic location. The lag time was based on sub-basin characteristics such as topography, basin shape, vegetative cover, existing development, and storm duration. Botii rainfall distribution and lag time were generated by utilizing the criteria outlined in • • • DCB:MDL:emn/Report/J-13182.001 PreparedBy: . A 07/01/98 Rick Engineering Company - Water Resources Division the County of San Diego Hydrology Manual Curve numbers are a fimction of land use and soil type. The land use coverages were obtained fi-om tiie City of Carlsbad's Geographic Information System (GIS). The land use was revised slightiy in tiiree locations according to a December 12,1997 exhibit firom the City of Carlsbad. In open space areas, land use was based on vegetative cover estimates obtained from tiie Soil Conservation Service's (SCS) San Diego County Soil Interpretation Study Ground Cover maps, as well as field observations. The soil type coverages are delineated on die SCS'S Soil Survey maps, These coverages were obtained from tiie SMI Diego Association of Govermnents (SANDAG) in digital format. Once tiie land use and soil types were established, tiie : numbers were tiien calculated using tiie metiiod outimed A^'San Diego County Hydrology curve; Manual. The curve number, lag time, rainfall distribution, and area for each sub-basin were generated and input into tiie HEC-1 program. The HECl program tiien computed the rmioff hydrograph and peak discharge for each sub-basin. The existing detention facilities were modeled in tiie first HEC-1 analysis, while botii existing and proposed detention facilities were modeled in tiie second HECl analysis. i Hydrologic Results The results ofthe two aforementioned HECl analyses for RCMHP are discussed below. For the first HEC-1 analysis, which modeled tiie existing detention facilities and ultimate development, botii sbc- and 24-hour, lOO-year stomis were simulated. The 24-hour stomi resulted in higjt^t. peak flow discharges at RCMHP for botii creeks, tiius it was used in all subsequent analyst', nltikTng^lifB Company - Water Resources Division DCB:MDL:emn/Report/J-13182.001 07/01/98 Appendix 1 contains the lOO-year, 24-hour HEC-1 analysis for the RCMHP watershed witii tiie existing detention facilities and ultimate development. The second HEC-1 analysis modeled botii existing and proposed detention facilities and ultimate development. Several proposed detention scenarios were investigated and it was determmed tiiat tiie most feasible scenario was tiie combination of four detention basins, all located at proposed road crossings. Two oftiie proposed detention facilities are listed in tiie 1994 Master Drainage Plan as Detention Basins BJB and BJ. These faciiities are located immediately upstiream of RCMHP in Calaveras Creek. Botii oftiie detention basins were designed as flow-by facilities. A flow-by facility detains tiie higher creek flows, while allowing lower flows to pass tiirough tiie basin relatively undetained. The otiier two detention basins are fiirther upsfream in Agua Hedionda Creek at tiie proposed road extensions of Mehose Drive (soutii of Aspen Way) and Faraday Avenue. Botii oftiie Agua Hedionda detention basins are flow-tiirough types where all oftiie creek flow is detained. All proposed detention facilities were designed to be outside DSOD's jurisdictional limits, i.e., less than 50 acre-feet of storage volume and less tiian 25 feet high. Appendix 2 contains tiie HEC-1 analysis ofthe lOO-year, 24-hour storm for tiie RCMHP watershed witii botii existing and proposed detention facilities and ultimate development. Table 1 summarizes tiie results of botii HEC-1 analyses. The table shows tiiat witii tiie proposed detention basins, tiie peak discharge at RCMHP decreased by approximately 10 to 15 percent. Preliminary design ofthe proposed detention facilities are discussed below. OCB:MDL:emaKeport/J-13182.001 Prepared By: • • „ 6 07/01/98 Rick Engineering Company - Water Resources Division Table 1 Comparison of lOO-year, 24-hour Peak Flow Discharges with Existing Detention FaciUties and with Both Existing and Proposed Detention Facilities Ultimate Development Rancho Carlsbad Mobile Home Park Creek Peak Discharge with Existfng lleteii^os f aeititiesi *eh peak Discharge witli Existliig and Frop<w«<S Detention Facilities, *cts CalaverasCreek 1,910 1,550 Agua Hedionda (upstream of confluence with CalaverasCreek) 8,050 7,600 Agua Hedionda (downsfream of confluence with CalaverasCreek) 9,950 8,970 Si'* * cfs = cubic feet per second 1 i Prtpared By: H 'SM&J ffiel^ Engineering Company Water Resources Division DCB-MDL:emn/Report/M 3182.001 07/01/98 Preliminary designs were performed for each proposed detention facility to determine tiie outiet works requfred to achieve maximum detention, while maintaining tiie height and storage volume below DSOD jurisdictional limits. The preliminary design of each detention facility and tiie results for each detention facility design are described below. The most upsfream proposed detention faciUty in Agua Hedionda Creek is at Mefrose Drive. This facility wUl be a flow-tiirough detention basin. Mefrose Drive runs north-soutii and currentiy ends just soutii of Aspen Way near tiie Carlsbad Corporate bomidary. Futiire plans call for tiie extension of Mefrose Drive to Palomar Afrport Road. An existing reinforced concrete box (RCB) culvert conveys flow under Mefrose Drive and is 10 feet wide by 7 feet high. The existing Melrose Drive embankment provides minunal detention because oftiie RGB's large capacity. Hydrologic calculations show tiiat a 3 6-uich diameter opening at tiiis location will detain tiie peak flow discharge from approximately 450 cubic feet per second (cfs) to 180 cfs. There are two altematives for creating tiie 36-inch opening. One is to replace tiie existing culvert witii a 36-inch RCP and tiie otiier H is to constmct a concrete barrier at tiie inlet witii a 36-inch diameter opening. The resultant storage volume and ponded water surface elevation (WSEL) witii tiie new outlet works will be approximately 41 acre-feet and 329 feet, respectively. This will create an inundation area of approximately seven acres. The estimated outlet velocities for tiie first and second altemative will ll be 25 and 13 feet per second (fps), respectively. The velocity under the furst altemative is greater L . tiian tiie maximmn desired velocity of 20 fi3S. The velocity calculation assmned tiiat the proposed 36-inch RCP was constmcted at tiie slope of ttie existing culvert, which is one percent. If tiiis I altemative is selected, tiie final culvert design should analyze methods for reducing tiie outlet I velocity, such as placing tiic culvert at a flatter slope or using multiple small diameter culverts. A 1 DCB :MDL:emn/Repoit/J-l 3182.001 PreparedBy: ^. . . 8 07/01/98 Rick Engineering Company - Water Resources Division k conceptual plan for the second altemative is included in Map Pocket 3. The other detention facility proposed for Agua Hedionda Creek is tiie Faraday Avenue flow- through detention basin, Currentiy, Faraday Avenue runs east-west and ends at Orion Sfreet. The extension of Faraday Avenue to Park Center Drive in the city of Vista is planned as part of Carlsbad Oaks North Business Park. The hydrologic calculations and preliminary design in this report were based on the proposed embankment and topographic information shown on the Tentative Map for Carlsbad Oaks North Business Park by O'Day Consultants, dated April 6,1998. The calculations show tiiat a smgle 6-foot wide by 7-foot high RCB culvert wdll detain approximately 49 acre feet of storage volume and will pond up to an elevation of 240 feet. The inundation area will be approxunately seven acres. The 100-year peak discharge of 1,050 cfs entering tiie detention basin will be detained down to approxunately 780 cfs. The approximate calculated outiet velocity will be 19 fps. A conceptual plan for this detention facility is included in Map Pocket 4. The two proposed detention facilities in Calaveras Creek are located just upstream of RCMHP and were designed as flow-by basins. The furst facility, Detention Basin BJB, is located nortii of RCMHP at the proposed College Road extension and west oftiie proposed Cannon Road extension. College Boulevard currentiy ends at El Camino Real. Nortii of RCMHP, tiie proposed College Boulevard extension runs roughly east-west. College Boulevard intersects the proposed Cannon Road extension at the northeast comer of RCMHP. Cannon Road currently ends east of Interstate 5 at Paseo Del Norte. The proposed Cannon Road extension alignment will be parallel to Calaveras Creek and immediately nortii of RCMHP. The detention basin design consists of an eartiien embankment, outiet works, and a small berm. The embankment will have a 10-foot top widtii and a 76-foot crest elevation with 2:1 (horizontahvertical) side slopes. The outiet works ~~~ DCB:MDL:emn/Report/M3182.001 PreparedBy: . Q 07/01/98 Rick Engineering Company - Water Resources Division ^ I consist of a single 10-foot wide by 7-foot high RCB and a 48-inch RCP. The 48-inch RCP joins tiie RCB downsfream oftiie embankment. The RCB tiien extends to Calaveras Creek. An emergency spillway is also provided. The small berm will nm parallel to tiie creek for approximately 1,200 feet. The berm will have an approximate 74-foot crest elevation, lO-foot top widtii, 2:1 (horizontal,vertical) side slopes, and a wefr section. The wefr section, located near tiie embankment, will allow flow to enter tiie basin at an approximate WSEL of 73 feet. Hydrologic calculations show tiiat witii tiie outiet wOrks described above, a storage volume of approxunately 49 acre feet wiU be attained. The resultant ponded WSEL will be approxunately 75 feet and tiie inundation area wiU be ^ approximately 15 acres. The peak discharge of 1,570 cfs entering tiie basm will be detained down W to 1.200 cfs. The approximate outiet velocity will be 19 fps for tiie RCB. See Map Pocket 5 for a ||. copy of tiie conceptual design of Detention Basin BJB. The otiier Calaveras Creek detention facility, Detention Basui BJ, is located northeast of RCMHP at tiie proposed College Boulevard extension and east of tiie proposed Camion Road 11^ extension. The earthen embankment will have a crest elevation of approximately 81 feet, a top widtii of 10 feet, and 2:1 side slopes. An emergency spillway will be provided. Approximately 600 feet of chamiel improvements upstream of tiie proposed embankment are necessary. The channel " improvements include grading tiie creek as follows: Trapezoidal-shaped grass-lined chamiel witii H a 3-foot bottom widtii, 4-foot deptii, and 2:1 side slopes. The hydrologic calculations showed tiiat a 6-foot wide by 3-foot high RCB would detain tiie peak flow of 670 cfs down to approximately 350 cfs. The inundation area is approximately eight acres and tiie ponded WSEL is approximately 76 l0 i i feet. Thedetentionba3mstoresapproximately48acrefeetofwater. The calculated outlet velocity Will be approximately 19 fps. See Map Pocket 6 for tiie conceptual plans for Detention Basin BJ. — -—— " bCBMDL:emn/Report/J-13182.00l PreparedBy: ^. . . 10 07/01/98 Rick Engineering Company - Water Resources Division I I As discussed above, witii tiie addition oftiie proposed detention faciUties, tiie peak disdiarge at RCMHP is decreased by approximately 10 to 15 percent. All four oftiie proposed detention facilities were designed to fall below DSOD's jurisdictional limits. Also, all tiie facilities are located at existing or proposed road crossings and at least one foot of freeboard is maintained at tiie road embankments. The results are smmnarized m Table 2. which contauis results such as outlet works, velocity, peak flow discharge into and out oftiie basin (Q, and storage volmne, ponded WSEL, and surface area. I I i I I I S Engineering Company - Water Resources Division I Table 2 Summary of Proposed Detention Facilities Rancho Carlsbad Cljannel and Basin Project lOO-year, 24-hour Storm Event Prepared By: Rick Engineering Company - Water Resources Division 12 DCB:MDL:emn/Repoit/J-l3l82.001 07/01/98 Hydraulics Hydraulic analyses were performed to determine tiie amount of silt removal and re-graduig required to minunize tiie lOO-year flooding at RCMHP. hi order to effectively analyze flood levels in botii Agua Hedionda and Calaveras Creeks, tiie U.S, Army Corps of Engineers HEC-2 Water Surface Profiles program was used. The program is intended for calculating WSELs for steady gradually varied flow in natiiral or man-made channels. The effects of various obsfructions such as bridges and culverts may be considered m tiie computations. The program also has capabilities available for assessing tiie effects of channel improvements. The mput parameters were based on channel and overbank roughnesses. lOO-year discharge, downstream WSEL. and topography. The channel and overbank roughnesses wero determmed by field observations. The 100-year discharge was obtained from tiie HEC-1 analysis in Appendix 2 modeling botii existing and proposed detention facilities. The downsfream WSEL was esthnated in tiie HEC-2 analysis by usmg tiie slope-area metiiod. FEMA-approved HEC-2 cross-sections for tiie area downsfream of tiie site were included m tiie analysis. The lOO-year discharge for the dovmsfream area was obtained using tiie split-flow analysis from tiie Flood Insurance Stiidy. The existing topography was based on June. 1995 topographic maps by Manitou Engineering. The topography was used to prepare cross-sections of botii creeks, as well as tiie overbank areas. Since prior stiidies showed tiiat tiie creeks were mider-capacity, tiie origmal gradmg plans for RCMHP were obtauied and modeled in tiie HEC-2 analysis by using tiie channel improvement option. Ihe original graduig plans were prepared October 15,1969 and approved by tiie City on March 24,1971. The original design consisted of a ti-apezoidal channel witii an overaU lengtii of approximately 1.2 miles and included both Agua Hedionda and Calaveras Creeks witiiin Prepared By: ^. . . Rick Engineering Company - Water Resources Division 13 DCB:MDL:emn/Report/J-13182.001 07/01/98 RCMHP. The side slopes were 2:1 (horizontal:vertical) and tiie approxunate bed slopes were 0.15 and 0.30 percent m Agua Hedionda Creek and Calaveras Creek, respectively. The bottom widtii of Agua Hedionda Creek varied from 58 feet at tiie El Cammo Real bridge to 44 feet upsfream oftiie confluence, Theapproxunatechanneldeptii was 11,5 feet. The bottom widtii and channel deptii of Calaveras Creek were four feet and rnne feet, respectively, A HEC-2 analysis was performed based on tiie origmal design. The HEC-2 results showed tiiat a large portion of RCMHP remamed mundated by tiie lOO-year flood, hi order to mcrease channel capacity, additional channel unprovements were modeled in tiie HEC-2 analysis for tiie downstream sections of botii creeks. At tiie El Cammo Real bridge, tiie bottom widtii was widened to 87 feet, Witiim tiie next 1,400 feet upsfream oftiie bridge, tiie bottom widtii tiien tapered down to tiie origmal design bottom widtii of 44 feet in Agua Hedionda Creek and four feet m Calaveras Creek. The results oftiie hydraulic stiidy are contained m Appendbc 3. The results are also depicted on tiie RCMHP lOO-year Floodplam Map m Map Pocket 7, The map shows tiiat witii tiie proposed detention facilities and channel improvements discussed above, a majority of RCMHP will be outside of tiie 1 OO-year floodplam. Maintenance Plan This Maintenance Plan contams mamtenance requfrements for Aqua Hedionda and Calaveras Creek witiiin RCMHP, This plan also contauis requfrements for tiie four upsfream detention basins. It is vital that tiie creeks and detention basins be maintained on a regular basis to ensmre an. _ - ,J acceptable level of flood protection for RCMHP, It is recommended tiiat tiie maintenance descrilg| 4j|; 4 .ftp ^"S'^' DCB:MDL;emn/Report/Jrl31W^M V-^^* Prepared By: . 14 , i Rick Engineering Company - Water Resources Division ^ i^m^^^H I below be performed annually prior to tiie ramy season and after any storm event exceeduig tiie 10- year peak discharge. Aqua Hedionda and Calaveras Creek must be maintained to prevent adverse siltation in each creek. Siltation wiU reduce the flow capacity of tiie creeks and increase tiie likelihood of inundation witiiin tiie mobile home park. The first step is to devise a system for monitoring tiie silt level in each creek. This can be done usmg metal posts witii markings placed sbc mches apart. The posts should be placed vertically ui each creek at intervals not exceeding 500 feet. The posts should extend at least two feet above tiie creek bed and must be embedded deep enough so tiiat they will not be moved by large creek flows. A geotechnical enguieer should be consulted for tiie required embedment deptii. Once tiie posts are installed, tiie sih level can be easily monitored by maintenance personnel. As tiie silt level reaches one foot, tiie sih should be removed by maintenance crews to tiie design elevations. The topographic maps have been reviewed to determme tiie siltation tiiat has occurred in botii creeks over tiie past few years. The design oftiie creeks witiiin tiie mobile home park is shown on tiie grading plan for RCMHP approved March 24,1971. The creek bed elevations on tiie grading plan served as tiie base elevations m determining tiie amount of siltation in each creek. A comparison oftiie grading plan witii a June 1995 topographic map indicates tiiat tiie siU in Aqua Hedionda and Calaveras Creek raised tiie creek beds as much as seven and five feet, respectively. Therefore, siltation has occurred in Agua Hedionda and Calaveras Creek at a rate of up to 0.3 and 0.2 feet per year. Using tiiese rates and an acceptable silt level of one foot mdicates that portions of tiie creeks could requfre mamtenance approximately once every tiiree to five years. It is important to point out that tiiis is a rough approximation because tiie creek siltation will depend on tiie 1 Prepared By: . . . Rick Engineering Company - Water Resources Division 15 DCB:MDL:emn/Report/J-lil»^.001 07/01/98 frequency and magnitiide of fiitiire storm events. It is likely tiiat fiitiire storm events will not mimic past events. Additionally, it is possible that maintenance has been performed on tiie creek between 1971 and 1995, which would affect the calculated siltation rates. Mamtenance is also required at each oftiie four detention basuis. Mauitenauce will involve keeping tiie enfrance to each of tiie detention basin outiet facUities free from sih. Sih should be removed from an enfrance once tiie siU level reaches sbc mches above tiie enfrance's flowline elevation. The amount of deposition should be easy to determme suice each outiet facility is a known size. The siU should be removed a distance of 10 feet upsfream of tiie facilities enfrance. This will have mmimal environmental unpacts and will restore tiie capacity oftiie outiet facility. The maintenance steps described above are essential for protection of RCMHP. The mamtenance must be perfoimed routinely by qualified personnel and a sufficient budget should be established for tiie maintenance. If any questions arise during tiie mamtenance, a professional engineer specializmg in water resources should be contacted. Environmental Issues The envfronmental issues associated witii tiie Rancho Carlsbad Channel & Basui Project have been addressed by tiie envfronmental consultant. RECON. and are summarized below. In regards to tiie on-site channel siU removal and improvements, it is lUcely tiiat no environmental mitigation will be necessary. In regards to tiie four proposed detention facilities, tiie direct impacts, mitigation requirements, and potential indirect environmental impacts are listed by habitat type in Tables 3,4, and 5, respectively. Direct impacts are from embankment constiuction. As mentioned above all oftiie embankments are within footprints of fiitiire roadways. Mitigation requfrements Prepared By: . . ' Wick Engineering Company - Water Resources Division 16 DCB:MDL:emn/Report/J-13182.001 07/01/98 4' I*: Appendix 1 |j: I ;1 ;f*j|j^ear, 24-hour HEC-1 Analysi^ for Rancho Carlsbad Mobile Home Park I;,,, >. ' Ultimate Development with Existing Detention Basins f'I*'* (File Name: rcmh24r.hcl) w . 'J , ! ' I Prepyed By: Rick Engineering Company - Water Resources Division DCB;MDL:emn/Report/J-13182.001 07/01/98 OPERATION STATION ROUTED TO RTBC2 HYDROGRAPH AT BSNBC2 2 COMBINED AT BCltiBC2 ROUTED TO RTBC3 HYDROGRAPH AT BSNBC3 2 COMBINED AT BC24BC3 ROUTED TO HYDROGRAPH AT 2 COMBINED AT HYDROGRAPH AT ROUTED TO 2 COMBINED AT ROUTED TO HYDROGRAPH AT ROUTED TO ROUTED TO HYDROGRAPH AT 3 COMBINED AT ROUTED TO HYDROGRAPH AT ROUTED TO HYDROGRAPH AT RTBC4 BSNBC4 BC3&BC4 AHl DETSYC BC&AHl RTAH2 AH3 DETSHADO RTAH2 AH2 AHl-3tBC AH2-AH7 AH4 AH4-AHS ROUTED TO HYDROGRAPH AT AH5-AH6 AH6 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD FLOW PEAK 6-HOUR 24-HOUR 72-HOim HYDROGRAPH AT BSNBCX 2744. 10.58 2743. 10.58 357. 10.00 3043. 10.50 3028. 10.58 749. 10.00 3683. 10.50 3649. 10.58 184. 10.00 3798. 1802. 10.50 10.17 1786. 10.25 5526. 10.50 5235. 10.75 516. 10.00 460. 10.17 457. 10.50 787. 10.00 6311. 10.58 6198. 10.67 420. 10.00 416. 10.00 450. 10.00 2 COMBINED AT COMBINE 865. 10.00 768. 10.33 549. 10.00 1453. 1453. 168. 1619. 1619. 353. 1969. 1968. 85. 2052. 881. 881. 2931. 243. 367. 3489. 3482. 196. 196. 212 . 408. 261. 598. 597. 69. 666. 664. 145. 809. 80S. 35. 840. 363. 362. 1202. 100. 100. 150. 1434 . 1426. 80. 80. 87. 167. 166. 576. 575. 66. 642. 640. 140. 779. 776. 33. 809. 349. 349. 96. 96. 144 . 1374. 77. 77. 84. 161. 160. 104 . BASIN AREA 4.34 4.34 .55 4.89 4.89 1.18 6.07 ' 6.07 .31 6.38 2 .83 9.21 9.21 .83 .83 1.41 11.45 11.45 .70 MAXIMUM TIME OF STAGE MAX STAGE 404.02 385.09 361.74 343.99 351.95 321.26 288.08 .70 360.27 1.44 262.08 .91 10.58 10.58 10.58 10.75 10.17 10.50 10.67 10.00 10.33 2 COMBINED AT COMBINE ROUTED TO AH6-7 HYDROGRAPH AT AH8 ROUTED TO AH8-7 HYDROGRAPH AT AH7 4 COMBINED AT COMBINB ROITTED TO AH7-AH9 HYDROGRAPH AT AH9 2 COMBINED AT COMBINE ROUTED TO AH9-10 HYDROGRAPH AT AHIO 2 COMBINED AT COMBINE ROUTED TO AHIO-RCA HYDROGRAPH AT RCA 2 COMBINED AT COMBINE HYDROGRAPH AT Cl ROUTED TO DETNMELR ROUTED TO C1-C2 HYDROGRAPH AT C2 2 COMBINED AT COMBINE ROUTED TO DETCALA ROUTED TO C2-C3 HYDROGRAPH AT C3 2 COMBINED AT COMBINE HYDROGRAPH AT C4 2 COMBINED AT COMBINE ROUTED TO C3&-RCC HYDROGRAPH AT RCC 2 COMBINED AT COMBINE 2 COMBINED AT COMBINE 1290. 1266. 177. 174. 10.08 10.25 10.00 10.00 512. 10.08 7995. 10.58 7663. 10.83 500. 7987. 10.08 10.75 7874. 10.92 338. 8025. 10.00 10.92 8025. 11.00 54. 10.po 8049. 11.00 531. 10.00 528. 10.00 373. 10.67 1545. 10.25 1890. 10.25 1401. 11.00 1373. 11.17 448. 10.00 1560. 11.08 667. 10.08 1896. 10.67 1876. 11.08 73. 10.00 1906. 11.08 9948. 11.00 664. 664. 83. 83. 240. 4455. 4443. 235. 4671. 4669. 156. 4815. 4815. 24. 4838. 249. 992. 748. 745. 209. 876. 1153. 1153. 33 . 1183 . 6018. 274. 273. 34. 34. 98. 1831. 1821. 96. 1916. 1997. 64. 2060. 2058. 2068. 102. 102. 99. 311. 411. 293. 291. 85. 377. 129. 505. 503. 14. 517. 2585. 264. 263. 33. 33. 94. 1764. 1754. 92. 1846. 1941. 61. 2002. 1997. 10. 2007. 98. 98. 95. 300. 281. 82. 363. 124. 487. 485. 13 . 498. 2505. 2.35 2.35 .31 .31 1.12 15.23 15.23 1.00 16.23 16.23 .66 46.89 16.89 .11 17.00 .87 2 .72 3 .59 3.59 4.41 1.24 5.65 5.65 .15 5.80 22.80 161.74 160.24 103.49 49.72 335.95 241.02 3.59 218.82 100.25 46.63 10.25 10.00 10.83 11.00 10.00 10.67 11.00 11.17 11.08 I 1^^^ Appendix 2 I lOO-year, 24-hour HEC-1 Analysis for Rancho Carlsbad Mobile Home Park Ultimate Development with Existing and Proposed Detention Basins II (File Name: rccbpr.hcl) I I I I I 1 i i I ^^^^^ «PreparedBy: . . 07/01/98 Rick Engineering Company - Water Resources Division 1B| DCB:MDL:emn/Report/]-13182.001 HYDROGRAPH AT AHe 549. 10.00 261. 108. 104. .91 •0 2 COMBINED AT COMBINE 1052. 10.08 ROUTED TO DETNFARA ROUTED TO AH6-7 777. 10.83 609. 606. 274. 273. 263. 263. 775. 11.00 606. 273. 263. 2.35 2.35 2.35 240.33 161.06 10.83 11.00 HYDROGRAPH AT AHB 177. 10.00 83. 34. 33. .31 ROUTED TO AH8-7 174. 10.00 83. 34. 33. .31 160.24 10.00 HYDROGRAPH AT AH7 512. 10.08 240. 98. 94. 1.12 4 COMBINED AT COMBINB 7521. 10.67 ROUTED TO HYOROGRAPH AT AH7-AH9 AH9 ROUTED TO HYDROGRAPH AT AHIO 0 HYDROGRAPH AT RCA 7236. 10.92 500. 10.08 2 COMBINED AT COMBINE 7S23. 10.83 AH9-10 7443. 11.00 338. 10.00 2 COMBINED AT COMBINE 7594. 11.00 ROUTED TO AHIO-RCA 7581. 11.08 54. 10.00 2 COMBINED AT AGUA 7603. 11.00 4404. 4392. 235. 4618. 4615. 156. 4759. 4759. 24. 4782. 1831. 1820. 96. 1916. 1996. HYDROGRAPH AT Cl 531. 10.00 64. 2060. 2058. 10. 2068. 102. 1764. 1753. 92. 1845. 1940. 61. 2002. 1997. 10. 2007. 98. 15.23 15.23 1.00 16.23 '16.23 .66 16.89 16.89 .11 17.00 .87 103.30 49.52 10.92 11.08 ROUTED TO DETNMELR 528. 10.00 249. 102. 98. .87 335.95 10.00 ROtnBD TO C1-C2 373. 10.67 236. 99. 95. .87 241.02 10.67 HYDROGRAPH AT C2 1545. 10.25 300. 2.72 2 COMBINED AT COMBINE ROUTED TO DETCALA 1890. 10.25 1401. 11.00 748. 411. 293. 395. 282 . 3.59 3.59 218.82 11.00 ROUTED TO C2-C3 1373. 11.17 745. 291. 281. 3.59 100.25 11.17 HYDROGRAPH AT C3 448. 10.00 209. 85. 82. .82 2 COMBINED AT COMBINE 1560. 11.08 876. 377. 363. ROUTED TO DETNBJB 1196. 11.92 876. 377. 363. 4.41 74.77 11.92 HYDROGRAPH AT 667. 10.08 315. 129. 124. 1.24 ROUTED TO DETNC4 352. 11.00 297. 129. 124. 1.24 76.19 11.00 2 COMBINED AT COMBINE 1532. 11.83 1163. 505. 487. 5.65