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HomeMy WebLinkAbout3602; PALOMAR AIRPORT ROAD; HYDROLOGY AND HYDRAULICS STUDY; 1998-06-30C 41Jpr : : Ma !ff; 4 : .1 .4 1IiriIiI : ' I 1 C 4;r t 1 .• ,..: lj ij94 I .4 4.4. 4 44 1 sr 41 4 4 t I .4. S 4 • 4 4 , 4444 4 .'r': 1 44 -, - 4P,! .44. 44. 4 4 414 .4 . '-• :' : . . ' '.'',4,.. - I 1 ' . '..j'l . • .' - 4 4* - '- '' ' '1j ' .' -. it .. - . 4''- • .4 '44 • ._ , , It I 4 4 4 4 ' kIjj + It tj4C t 4 4 F .. . .. . I .., I. .. H HYDROLOGY AND HYDRAULICS STUDY. 1 .. FOR . CITY. OF CARLSBAD PALOMAR AIR PORT ROAD, EL CAMINO REAL FARADAY DRIVE, AND ORION STREET WIDENING I .. CARLSBAD, CALIFORNIA June 30, 1998 - I . •• PREPARED FOR: CITY OF CARLSBAD ' -• 2075 LAS PALMAS DRIVE . .- CARLSBAD, CA 92009 ., (619)438-1161 I . . . • . .. . :1 -• •. I PREPARED BY: . .. . . 401 WEST "A" STREET, SUITE 2500 13F 1ESSI SAN DIEGO, CALIFORNIA 92101 (619) 234-3022 FAX . . ) I - ( r! civ I ... . OF C DMIE • IEL A. LEE,P.E. R.C.E. 38396 Job .# 75.104 II Registration Expires 3 1 I I TABLE OF CONTENTS 1 I - Section - Introduction I I - Methodolog I Recommendations III Computer Analysis - : 1V - V - -Inlet Calculations - - I I , Maps Exhibit A - Vicinity Map I In Jacket in Back Exhibit Proposed H Map - .- ydrology I 1 I I I..- P:t ... 5/O4tDOCSH}DRQJO4H}RO/DQC - 6/29/98 10.43 -Lt1 - I I INTRODUCTION - 1 P&D Consultants was retained by the City of Carlsbad to produce final design I improvements for the street widening of Palomar Airport Road, El Camino Real, •. Faraday Drive and Orion Street in the Cy.of Carlsbad. The widening on Palomar j - Airport Road consists of an additional eastbound lane beginning at El Camino Real and I . ending at MeiroseStreet as well as an additional left tur1 lane onto the westbound lanes of El Fuerte Avenue. El Camino Real widening includes ari :additional lane between Palomar Airport Roadand Orion Street'for deceleration purposes. The Orion Street (the I access road to the Carlsbad Water District and Coast Wake Management) widening . I consists of an interim 48' Right of Way and a future Right of Way of 72' Finally, the widening of Faraday Drive will accommodate an addi{ional'left turn lane onto 4 I southbound El Camino Real'. I.. . The'purpose of this study is to address the impacts of the proposed widening of'Palomar,' I ' Airport Road, El Camino Real, Orion Street and Faraday Driveon the existing drainage flow This analysis'wiIl incorporate the drainage report dated October 18, 1991. ' I I P,',,, 5/04DOCSHiDRO/04H}ROJDOC 6/29/98 '' /0,43 .4'.I .- I I ' METHODOLOGY I The storm runoff has been determined using the equation Q=CIA, where "Q" is the peak rate of flow in cubic feet/second. "C" The runoff coefficient is a coefficient expressed as the percentage of rainfall which I will become surface runoff. Some of the rainfall will not become runoff and will infiltrate into the soil or evaporate. Different values for this coefficient are listed on page 11-2, Rational Method Runoff Coefficients, from the, Master Drainage Study for the City of Carlsbad. ,. . . . Average rainfall intensity, "I", in inches/hour is determined based on a time of I concentration (TO of the contributing storm. The time of concentration is the time required for 'storm runoff to flow from the most remote node of a drainage basin to the I ' " outlet node (lowest node) under consideration. In natural'and urban watersheds, the "Tc" ' is determined from -County of San Diego Appendices X-A,'X-B, and X-C respectively. I . The 6-hour and 24-hour precipitation needed for use with the' above charts were- determined from the San Diego County 100-year isopluvial charts as shown on pages 11-3 I . and 11-4. I "A" is the area of the drainage basin, and is determined based on the path the rainfall will I take when running downhill. The delineation between basins marks where the water will now in varying directions. All the rain falling within a basin will typically flow to the lowest point, in the basin.' These drainage basins are shown on the hydrology maps. I Manning's equation has beenused- to calculate flow characteristics for certain improvements. Manning's "n" of 0.013 was used for reinforced concrete pipe and 0.015 I for improved channels. - P.' ... 75/ODQCS/-(}'DRQjo4JJ)'RQJ,DQC 6!29/98( /0:43 At! ' I,. I H 1 - - I VICINITY MAP CITY OF OCEANSIDE HIGHWAY 78 I ,I I\i H EL -SCALE NOT TO I - - CITY OF VISTA - PROJECT - - P ALOM A . * \\ •- • SITE . - . \\ •? • . /. .\\ -• c - . • CITY OF - SAN MARCOS \\' • •'7 - I PACIFIC. \\ .•••••• OST --a- I OCEAN it - 'Z•\ •-• ,,• \\ '1 4) • - -. I - CITY OF ENCINITAS. I. . .: - - * -- - - ,• I I • - I . --:-•.. I - Mobile Horn m es MediuHigh density .45 .50. .55 .65 - Commercial Commercial, I Non-residential 70 75 . .80 . Reser'è, Schools, Professional 85 I 1T ii. I : — SW . - COUUTY OF SAN DIEGO DEPARTMENT OF SANITATION & 100 J!fl P s,jrrn FLOOD COUTROL I UU I LL4 O- PRECIPITATI ON L I RI1 • ; '20' ISOPLUVIALS 10F 100-YEAR. 6-HOUR PflECcFT!TW I' ET{IS OF A lCU LLbl EArll LAG `15 V. 3 j fa 45 SAN CL NPENIL 27.5 33- 15'__f prZ-ozrO "25 .. - ESCOUDI & 3 330 \ 33NA • MAR 1-2 )(L — • 29 _ _ 45' ________ 1'cAJ/7f ( \ \ SJ d b • 2O ,7•• — U.S. DEPARTMEN F OF COMMERCE • • \ .\'\\ NATIONAL OCEANIC AND AT. OSPIIERIC ADMINISTRATION ) ,I,.•• SPECIAL STUDIES DRM1CH, OFFICE OF II DROLOGY. NATIONAL WEATHER SERVICE • SA LTO 7 '. 301 — 20 35 116 118' 45' • 30' 15' 1170 45' 301 151 0 _ iW dHP dW dW dW dW MP —I dW - I- dW _iIM-OM ----. - --. - - — . - -. -. -. -. -. COUNTY OF SAN DIEGO . 11 DEPARTMENT. OF SANITATION & 100-YEAR.2.4101 R PRECIPITATION FLOOD CONTROL . .. . 20-.'ISIWLWfULS OF 100 -YEAR 24-HOUR I PRECIPITATION 1NJNTUS OF AN. INCH • 145 • .-_i•s-i_i-_i.r ,s ,,. I 14'ItIP. _ 30' 15' 330 "5' Prep* U.S. DEPARTMEt NATIONAL OCEANIC AND Al: SPECIAt. STuDlS UIA4CIi OFFICE or ii 30' 11nu . • Is5' 30' Jr)I I17 .flip 30' 1.5 LO — — — _, _Iam now _I — — INTENSITYrD1lA DLSIG CHART - -- Directions for Application: From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydro1oi. Manual (10, 50 and 100 yr. maps included in t Design and ProcedureManual). Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitatior. (tot applicable to Desert) Plot 6 hr. precipitation on the right side of the chart. Draw a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency yr. P6 = 7-.,g __ in., P24= 51 , P6 P24 Adjusted *6 . in. t = mm. I =- __in/hr. *Not Applicable to Desert Region p 4/441g- '6'/'& r Pc,o clA'F .1 - I I I 1 I I I 1111111111 IllIllIllIll 1I1IIJI_I_JI 10 15 20 30.40501 2 3 4 5 6 _ 1dW dW - :• -' - — — • 1 COUNTY OF SAN. DIEGO DEPARTMENT OF SANITATION & • R 24-1-101 11 PRECIPITATION FLOOD CONTROL 0 'T2ISOPLUVIAL3 OF 100 -YEAR IT 4-U0UR 115 1 • PRECIPITATION UI ENTHS OF AtJ'UICH 1 35 140 35' .70 SAN CL MENTE 0 lu 100 loo '•- 0" "40 -.1- ______ -1310 0 0 • I - ( 0 • •-. I J. 33 451 pit U S D C PA RTMEN I OF COMMERCE NATIONAL OCEANIC AND AT QPIIEUIC AOUlSTRATION 045 SPECIAL STUDIES UKA4ClI OFFICE Of II1DUOLoGY, NATIO4L WATIIER SERVICE • SA O f LL '1r'65U0 — 0 0 0 • üiüi0u5i0 30' 1, • 0 0 - 0 • o' ic' 117° • f;' 10' • 116' .3 F 1WJ dW — W W dW - • . dW .ta. OW . INTENSITY-DUMTIOr1 DSIGH CHART. , j..rr—.—ifTTTfl.,.,.asaaaijf ._a a ii i. I . I £. L L't I J ru IIiT I I. I Equation: I : 7,44 p6 D'645 I Intensity (In./Hr.) 11 U .!I1, P, 6 Hr. Procipitatioh .(In..) hill.I Duration (Mm.) Directions for Application: From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are'rinted in the County Hydroloç. Manual (10, 50 and 100 yr. maps included in ti Design and Procedure Manual). Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to'65% of the 24 hr. precipitation.. (tot applicable to Desert) i M . 6 3) Plot 6 hr, precipitation on, the right side of the chart. 1 • -' - ' 4) Draw a line through the point parallel to the plotted lines. Z 5) This line is the intensity-duration curve for '6.0 the location being analyzed. 5•5 rhO . '4.5 j4.0 . Application Form: 0) Selected Frequency /oo yr. r2.5 '-'• 1) p6 15in., p244., 777 24 2) Adjusted *5 .7 1.5 3) t U . mm. S CALC.UL&TLoNS, 4)'I " in/hr. 1.0 *Not Applicable to Desert Region FOR. f,Z/11)/1/'11 9g/cN c,, CW,,Vc2 APPENDIX Xi' I . I laIr 15 20 30 40. 50 1 2 .. 3 4 5 6 I EQLIQT/OIV 385 I p000 ,': L Le,a/h of wale.-shed - in va hen a4,q 5/OiC / (SCC 1Qt/70'IX YB) ,- 300O - 'C 3' /90 /0 \ •9900 2 /2D H 7,00 -. ..\ I Soo 50 70 1 bO I .. 3 3 _ _\ .I . : ,' 2 2 . - . 3D . / /00 . - 77 J2915~~ \ - T '0 ID J \ '2000 .12 . . . . N NOTE FOR NAT1JRkL WATERSH2D 1 IG • . .• B .ZO ADD TEN MINUTES TO I. COMPUTED TIME OF CON- .900 800 Ic LENTRAT 700 -------=--=.= --- 500 ri I . . 3 00 'L:- .SAN DIEGO COUNTY . NOMOGRAPH FOR DETERMINATION. OF TIME OF CONCENTRATION (Tc) DEPARTMENT OF SPECIAL DISTRICT SERVICES FR, NATURAL WATERSHEDS I . DESIGN MANUAL J7 1116 9:'. I A2P,JflY X-A F. . .. . H. H •. I.5 .. H. 0175 . .015 20 0 0.13 RESIDENTIAL STREET ONE SIDE ONLY I 1 16 14- 9— .8 S. /. 1 7 .5' / .,c.. - . 6— . .. ... ._ . .. LLI .5 -1 I Q I . . . . .1 .3 Ct 4) - .. .5 -. .. , .o• L6 qj 1 '4— ' 12 -.. ......_..:.:._..i......, ..:.- ... .g .............A . - I .. . . •. : I 0.9 Sq... 1 07— - - -- --e ::Jfr, , 0.4—-• I 2 3 4 5 6 7 8 9 10 20 30 40 50 DISCHARGE (C. F S.) j .. . . EXAMPLE: - - Given: Q= 10 S= 2.5% . . . . Chart, gives: Depth 0.4, Velocity 4.4 f. Rs. - SAN DIEGO COUNTY GUTTER AND. ROADWAY I DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE—VELOCITY CHART r DESIGN MANUAL j APPROVED Lj~______,Z DATE ___________ APPENDIX x-o I P&D Consultants 401 West A Street Suite 2500 - San Diego CA 92101 619.232.4466 By N& Date 3131117g Client Sheet No. Of Checked Date Job Job No. 75101 F'T EiI1itE1 1-E II EE' Ef1E 11 E - POç Jp Jfl ,i -J.53-+-33 z7/Y 6~7- '-± 'p ,4v QLT - z---- --- - - - * I - -T kJILJI1 V ' 75 - i-- : S I - ----L-- I ..........Si.. IIiiL1i 11::_t1TI1II1IItILiI H -------- _!_ J I I -- -- 1 ---H— - - S S • . S --- S.........................SSS..••, ................_..S_ j:. j - RECOMMENDATIONS -., I The following iiema re, recommended based on the hydrology study: 1 A final drainage report should be completed in conjunction with final grading and I drainage plans. This report should perform a hydraulic grade lin'e'analysis for all - proposed storm drains, and a confirmation of adequacy for existing storm drain to 0 93 I . remain. - 2. Improvements to existing storm drain as shown on Exhibit "B", proposed Hydrology, or as recommended in this report, shall be don'e with the final grading plans or I . . improvement plans, whichever is applicable. . -3. Any storm runoff during construction shall be in conformance with the NPDES permit for the City of Carlsbad. I I:. .. .-, i -. - I T P: ... 5/UDOCSHYDROiO4H)'RbI.DQC - 6/29/98 - /0.43 411 . - . . . . .. . I - San Diego County Rational Hydrology Program - I CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology, program based on - I •San Diego County Flood Control Division 1985 hydroLogy manuaL Rational Hydrology Study Date: 3/25/98 PALOMAR AIRPORT ROAD (PAR)".- EAST HYDROLOGY STUDY V V V V I JN#75104 BASIN - A DSK3:PARBARSDt3001O] V********* Hydrology Study Control Information ********** •V V V RationaL hydrology study storm event year is 1000 - Map data precipitation entered: V V V I . 6 hour,—precipitation(inches) = 2.900 V 24 hour precipitation(inches) 5.200 V V V Adjusted 6 hour precipitation (inches) = 2.900 V V V P6/P24 = 55.8% V V V V I San Diego hydrology manual 'C' values used Runoff coefficients by rational method V S V - V Process from Point/Station 1.100 to Point/Station V 1.100 V INITIAL AREA EVALUATION User speéified It,, value of 0.900 given for subarea V V Time of concentration computed by the natural watersheds nomograph (App X-A) I TC = [11.9*length(M03)/(elevation chage)].385 *60(min/hr) + 10 mm. V Initial subarea flow distance = 10 O0(Ft) V Highest elevation = 388.50(Ft.) V V V I Lowest elevation 388.30(Ft.) V V V ELevation difference = 0.20(Ft.) V V V V TC=((11.9*O.0O19.3)/( 0.20)1 ^.385= 0.21 + 10 mm. = 10.21 mm. - V Rainfall intensity (I) = V 4.822 for a 100.0 year storm V V V Effective runoff coefficient used for area (O=KCIA) is C'= 0.900 V V V V V Subarea runoff = 0.434(CFS) V V Total initial stream area = 0.100(Ac.) P V Process from Point/Station 1.100 to Point/Station 1.200 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION V V V V V - Top of street segment elevation = 388.300(Ft.) End.of Street segment elevation = 324.200(Ft.) Length of street segment = 1490.000(Ft.) V V V Height of curb above gutterflowline = 6.0(In.) . V Width of half street (curb to crown) = 44.000(Ft.) V V Distance from crown to crossfall grade break = 42.500(Ft.) V Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1). side(s) of the Street V V V I, Distance from curb to property lVine V10.000Ft. . V V Slope from curb to property line (v/hz)= 0.020 Gutter width 1.500(Ft.) Gutter hike from ftowline = 0.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 I .Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.123(CFS) Depth of flow = 0.205(Ft.), Average velocity = 4.385(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.651(Ft.) Flow velocity = 4.38(Ft/s) Travel time = 5.66 mm. TC = 15.87 mm. . Adding area flow to Street User specified 'c' value of 0.900 given for subarea Rainfal l intensity = ._3.627(In/Hr) for a .100;0 year storm Runoff coefficient used for sub-ar, Rational method,Q=KCIA, C Subarea runoff = . 5.550(CFS) for. 1.700(Ac.) Total runoff = 5.984(CF0 Total area = 1;80(Ac.) Street flow at end of street 5.984(CFS) Half street flow at end of street = 5.984(CFS) Depth of flow = 0.234(Ft.), Average velocity = 4.801(Ft/s) :. Flow width (from .curb towards crown)= 11.125(Ft.) . . . . - Process from Point/Station 1.200 to Point/Station 1.300 PIPEFLOW TRAVEL TIME (User specified. size) Upstream point/station elevation = 316.00(Ft.). S Downstream point/station elevation = 315.20(Ft.) Pipe Length = 50.00(Ft.) Manning's N 0.013 . No; of pipes = 1 Required pipe flow = 5.984(CFS) Given pipe size = 18.00(In.) Calculated individual pipe f low = 5.984(CFS) - Normal flow depth in pipe = 8.47(In.).. . S Flow top width inside pipe 17.970.) Critical Depth = 11.33(In.) Pipe flow velocity = 7.32(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) 15.98 mm. . . . Process from Point/Station 1.200 to Point/Station 1.300 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.800(Ac.) S S Runoff from this stream = 5.984(CFS) - Time of concentration = 15.98 mm. . Rainfall intensity = 3.611(In/Hr) S - S Process from Point/Station 1.100 to Point/Station 1.100 **** INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea - '5 Initial subarea flow distance = 10.00(Ft.) Highest elevation = 388.50(Ft.) - Lowest elevation = 388.30(Ft.) Elevation difference = 0.20(Ft.) Time of concentration calculated by the urban . ' S areas overland flow method (App X-C) 0.90 mm. TC = (1.8*(1.1.C)*distance.5)/(% s10pe(1/3)) I TC = (1.8*(1.1.0.9000)*( 10.00.5)/C 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes — Rainfall intensity (1) = 7.641 for a • 100.0 year storm Effective runoff coefficient used for area (O=KCIA) is C = 0.900 0 0 Subarea runoff = 0.069(CFS) 0 - Total initial stream area = 0.010(Ac.) 0 D Proéess from Point/Station 1.100 to Point/Station 1.300 I . IMPROVED CHANNEL TRAVEL TIME 0 0 Upstream point elevation = 388.30(Ft.) 0 Downstream point elevation = 325.80(Ft.) 0 0 Channel length thru subarea: = 1490.00(Ft-.) 0 0 Channel base width • 0.000(Ft.) 0 0 0 0 SLope or 'Z' of Left channel bank = 2.500 0 I Slope or 'Z' of right channel bank = 2.500 0 0 0 Estimated mean flow rate at midpoint of channel = 1.754(CFS) Manning's 'N' 0 = 0.015 0 . 0 Maximum depth of channel 1.000(Ft.) Flow(q) thru suba rea l= 1.754(CFS) 0 Depth of flow = 0.343(Ft.), Average velocity = 5.961(Ft/s) . 0 Channel flow top width 1.715(Ft.) 0 0 I Flow Velocity = 5.96(Ft/s) Travel time = 4.17 mm. 0 Time of concentration = 9.17 mm. : 0 0 • 0 Critical depth = 0.496(Ft.) 0 . • Adding- area flow to channel • • 0 0 0 User specified 'C.' value of 0.900.given for subarea • 0 RainfaLl intensity = • 5.169(In/Hr) for a 100.0 year storm . • • Runoff coefficient used for sub-area, Ràtionat-method,Q=KCIA, C = 0.900 . . 0 • Subarea runoff = 2.279(CFS) for . 0.490(Ac.) - 0 Total runoff 2.348(CFS) Total area = 0.50(Ac.) • . 0 I •• Process from Poiit/Station 1.100 to Point/Station . 1.300 0 0 • CONFLUENCE OF MINOR STREAMS . . 0 • 0 Along Main Stream number: 1 in normal stream number 2 - • 0 0 Stream flow area = 0.500(Ac.) I Runoff from this stream 2.348(CFS) Time of concentration 9.17 mm. 0 0 Rainfall intensity = 5.169(In/Hr) 0 Summary of stream data: Stream Ftowrate IC RainfaLl Intensity - 0 No. (CFS) (mm) - (In/Hr) 0 o 1 - 5.984 . 15.98 0 3.611 ° ....0 2 - 2.348 5.169 9.17 • 0 - Qmax(1) = 0 • - 0 0 - -. 0 0 •; 1.000 * 1.000 * 5.984) + 0.699 * 1.000 * .2.348) + 7.624 0 . Omax(2)= 0• 0 1.000 0.573 * 5.9845 + - 1.000 * 1.000 * 2.348 + 5.779 •- 0 - ii - * San Diego County Rational Hydrology Program I. CIVILCADD/CIV!LDESIGN Engineering Software, (C) 1993 Version 3.2 4*' -Rational method hydrology program based on V - San Diego County Flood Control Division 1985 hydro Logy manuaV -. V Rational Hydrology Study Date: 3/25/98 . V PALOMAR AIRPORT ROAD (PAR) - EAST HYDROLOGY STUDY - J075104 BASIN - B DSK3:PARBB.RSD(300,10] . . Hydrology Study Control Information i Rational hydrology study strm event year i 100.0 Map data precipitation entered: I • V 6 hour, precipitation(inches) = 2.900 . .. . V 24 hour precipitation(inches) = 5.200 0 V Adjusted 6 hour precipitation (inches) 2.900 V V • V P6/P24 = 55.8% + San Diego hydrology manual 'C' values used Runoff. coefficients by rational method I ,- Process from Point/Station 2.100 to Poi,t/Station 2.100 I INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea - V Initial subarea flow distance = 10.00(F t.) . Highest elevation = 448.33(Ft.) Lowest elevation. 448.13(Ft.) -. - V V Elevation difference = 0.20(Ft.) V Time of concentration calculated by.the urban V I .areas overland fLow method (App X-C) = 0.90 min.- V - TC = [1.8*0.1.C)*distance.5)/(% sl0pe0/3)) V V • - . - : IC = [1.8*(1.1.0.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 - V Setting time of concentration to 5 minutes Rainfall intensity (I-) = - 7.641 for a 100.0 year, storm Effective runoff coefficient used for area (@KCIA) is C = 0.900 . Subarea runoff 0.069(CFS) . . . . • V I Total initial- stream area = V 0.010(Ac.) V V0 • V*:,0 V V I Process from Point/Station 2.100 to Point/Station 2.200 . V IMPROVED CHANNEL TRAVEL TIME I - Upstream point elevation,448.13(Ft.) Downstream point elevation = - 388.00(F t.) Channel length thru subarea = 1750.00(Ft.) Channel base width V = 0.000(Ft.) - SLope or 'Z' of Left channel bank = 2.500 - - Slope or 'Z' of right channel bank = 2.5.00 VV • - - Estimated mean flow rate at midpoint of channel = - 2.441(CFS) Manning's 'N' - 0.015 Maximumdepth of channel = 1.000(Ft.) - Flow(q) thru subarea 2.441(C FS) - j Depth of flow O.403(Ft.), Average velocity = 6.008(Ft/s) Channel flow top width 2.016(Ft.) Flow Velocity 6.01(Ft/s) - I Travel time = 4.85 mm. Time of concentration = 9.85 mm. - Critical depth = 0.570(Ft.) Adding area flow to channel User specifi.ed'C' value of 0.900 given for subarea Rainfall intensity= 4.933(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,O=KCIA, C= 0.900 - Subarea runoff = 3.063(CFS) for 0.690(Ac.) Total runoff = 3.132(CFS) Total area = 0.70(Ac.) - - - Process from Point/Station 2.200 to Point/Station 2.300 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation.383.80(Ft.) Downstream point/station elevation 379.80(Ft.) Pipe length 33.50(Ft.) - Manning'.s N 0.013 No. of pipes = 1 Required pipe flow = 3.-132(CFS) . Given pipe size= . 18.000n.) Calculated individual pipe flow = 3.132(CFS) Normal flow depth in pipe = 3.57(In.) = - . . •• -. Flow top width inside pipe = 14.36(in.) Critical Depth 8.1O(In.) Pipe flow velocity'= 12.58(Ft/s) . •. S Travel time through pipe = 0.04 miff Time of concentration (TC) = 9.90 mm. • :- Process from Point/Station 2.200 to Point/Station 2.300 CONFLUENCE OF MINOR STREAMS • Along Main Stream number: 1 in normal stream number 1 . S Stream flow area = • 0.700(Ac.) Runoff from this stream = 3.132(CFS) : • - Time of concentration = 9.90 mm. Rainfall intensity = 4.918(In/Hr) Process from Point/Station 2.300 to Point/Station 2.300 • • **** USER DEFINED FLOW INFORMATION ATA POINT User specified 'C' value of 0.900 given for subarea • • Rainfall intensity (I) = 4.886 for a 100.0 year storm User specified values are as follows: S 5 TC = 10.00 mm. Rain intensity - 4.89(In/Hr) S Total area = 1.00(Ac.) Total runoff = 9.40(CFS) • S - S I Process from Point/Station 2.300 to Point/Station 2.300 **** CONFLUENCE OF MINOR-STREAMS S S ( Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.-000(Ac.) Runoff from this stream = 9.400(CFS) Time of concentration 10.00 mm. - RainfaLl intensity =.- :4.8860n,H0 - Summary of stream data: Stream FLow rate IC Rainfall Intensity No. (CFS) * (mm) . (In/Kr) - . 1. 3.132 9.90 4.918 -2 • 9.400 10.00 .4.886 I •Omax(1)= . . 1 000 * 1.000 * .3.132) 4- . 1.000 * 0.990 * 9.400) + = 12.437 . Omax(2) = -S . • . S - I 0.993 * 1.000* 3.132) + . . 1000- 1.000 * 9.406 + = 12.511 . Total of -2 streams to confLuence: Flow rates before confLuence point: 3.132 9.400 . . T Maximum f Low rates at confLuence using above data: . . - 12.437 12.511 Area of streams before èorifLuence: . . I 0.700 1.000 . . . Results of confluence: Total fLow rate 12.511(CFS) . Time of concentration 10.000 mm. I Effective stream area after confluence = 1.700(Ac.) S •5 -S I : +++++++++++++4+++++++++++++++++++++i:+++++++++++++++++•+++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.400 PIPEFL0WTRAVEL TIME (User specified size) . . • . -, I upstream póirt/station eLe,ation = 379.80(Ft.) • . - • Downstream point/station eLevation = 378.60(Ft.) . Pipe Length = 15.00(Ft.) Manning's N =0:013 . I = ... t No. of pipes.= 1 Required pipe fLow. = . 12.511(CFS) Given pipe size 18.0O(In.) - S CalcuLatéd individuaL pipe flow = 12.511(CF) NormaL fLow depth -in pipe = 8.15 (1n. Flow top width inside pipe = 17.92(In.) Critical Depth 16.-02(In.) Pipe flow velocity= 16.09(Ft/s) - 'Travel time throuh pipe = 0.02 mm 5. I . Time of concentration (IC) = 10.02 mm. •. ' .• • I • Process from Point/Station - 2.300 to Point/Station 2.400 •• CONFLUENCE OF MINOR STREAMS **** • S -• • . Along Min Stream number: 1 in normal* stream number 1 * - Stream flow area 1.7OO(A.) - - -. • . . . Runoff from this streanc= - 12.511(CFS) r L Time of concentration-= 10.02 mm. - . J S • Rainfall int'erisity 4.881(In/Hr) S • - .- . ; ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proces,s from Point/Station 2.100to Point/Station: 2.100 S INITIAL AREA EVALUATION - I I User specified 'C' value of 0.900 given for subarea 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 10.00(Ft.) . I .Highest elevation = 448.33(Ft.) Lowest elevation = 448.13(Ft.) . Elevation difference = 0.20(Ft.) I TC((11.9*0.00193)/( 0.0)Y.385 0.21 + 10 mm. = 10.21 mm. Rainfall intensity (1)'= 4.822 for a 100.0 year storm Effective runoff coefficient used for area (O=KCIA) isC = 0.900 I Subarea runoff = . 0.434(CFS) . Total initial stream area = V 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ V V I Process-from Point/Station V 2.100 to Point/Station . 2.400 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION . V I Top of street segment elevation = 448.130(Ft.) . .. V V End of street segment elevation = 396.500(Ft.) V Length of Street segment = 1750.000(Ft.) V IV Height of curb above gutter flowline = 6.0(In.) . V Width of half street (curb to crown) = 44.000(Ft.) - . V Distancefrom crown to crossfall grade break = 42.500(Ft.) V Slope from gutter to grade break (V/hz) = Slope from grade break—to crown (v/hz) = 0.020 Street flow is or, [1] side(s) of the street V V Distance from curb to property tine = 10.000(FtJ I Slope from curb to property line (v/hz) = 0.020 Cutter width = 1.500(Ft.) V Cutter hike from flowline = 0.5000.) Manning's N in gutter=. 0.0130 . I .Manning's N from gutter to grade break = 0.0130 V Manning's N from grade break to crown 0.0150 Estimated mean flow rate at midpoint of street = 5.208(CFS) V V I Depth of flow 0.238(Ft.), Average velocity 4.024(Ft/s) V Streetf tow hydraulics at midpoint of street travel: V Halfstreet flow width 11.337(Ft.) Flow velocity = 4.02(Ft/s) Travel time 7.25 mm. IC = - 17.46 min. . V V Adding area flow to street . . . User specified 'C' value of 0.900 given for subarea Rainfall intensity = - 3.411(In/Hr) for a 100.0 year storm I Runoff coefficient used for sub-area, Rational method,O=KCIA, C = 0.900 Subarea runoff = - 6.755(CFS) for . Z. 2000c. Total runoff .= 7.188(CFS) Total area = 2.30(Ac.) I V Street flow at end of. street = 7.188(CFS) -. Half street flow at end of street = 7.188(CFS) Depth of flow = 0.268(Ft.), Average velocity = 4.354(Ft/s) - V - Flow width. (from curb towards crowr,)= V 12.815(Ft.) V V V Process from Point/Station 2.100 to Point/Station 2.400 - CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number ,2 Streani:flow area . . V 2.300(4c.) - V Runoff from this stream= 7.188(CFS) V V V Time of concentration = 17.46 mm . Vt . Rainfall intensity = 3.411(In/Hr) 1 I .' 0 0• :- -T Summary of stream data: .. . . . I. Stream Flow rate •TC 'Rainfall Intensity - No. (CFS) (mm). tln/Hr) . . 0, .5 .1 12.511 10.02- . .4.881 .. . * 2 7.188 17.46 3.411 j Qmax(1) = • . ' - - . 1.000 * '-1.000 * 12511) + - 1.000 * 0.574 * 7.188) + =, ,16:636 - M Qmax(2) 0.699 * 1.000 * . 12.511) + - - 1.000 * 1.000 * - 7.188) + = 15.932 - - Total of 2 streams to confluence: - -. - - Flow rates before confluence point: 12.511 7.188 - -. . . 0 • - Maximum flow rates at confluence using above data: - . •-- - 16.636 15;932 - Area of streamsbefore confluence: 1.700 ' 2.300 5 • . - I -Results of confluence: - Total flow rate 16.636(CFS)_. Time of concentration 10.016 min 5 - - Effective stream area after confluence = 4.000(Ac.) I S' S - - 4 +++++++++++++++++++++++++++++_+++++++++++++++++++++++_++++l++++++++++++, I Process from Point/Station • 2.400to Point/Station - 2.500 -- PIPEFLOW TRAV'EL"TIME (User specified size) - - Upstream point/station elevation = 378.60(Ft.) I Downstream point/station elevation = 376.70(Ft.) - Pipe length = . 52.00(Ft.) Manning's N- 0.013 -- - . No. of pipes = 1 Required pipe :f low 16.636(CFS) I Given pipe size = . 24.00(1.) Calculated •individuat'pipe flow 0 = 16.636(CFS) Normal flow depth, in pipe = 10:320.) - Flaw top width insidd pipe 23.760.) j Critical Depth . 17.64(In.)- Pipe flow velocity =- - 12.86(Ft/s) - - - ''.. . ' •. - - - . - . S - Trvel time through pipe = * 0.07 mm. - - . -- - - - I -. Time of concentration (TC) 10.08 mm. - . - •- - - End of computations, total study area = ' 4.00 (Ac.) I 1 - I .-.-.- -.-- FS - - - ,. S - •• - - . - - •_'5 -' - - - __5 - - - - - - - San Diego County Rational HydrotogyProgram I CI.VILCADD/CIVILDESIGN Engineering Software, (C) 1993 Version 3.2 Rational method hydrology program based on - San Diego County Flood Control Division 1985 hydrology manual IRational Hydrology Study Date: 3/25/98 PALO-MAR AIRPORT ROAD (PAR) -,EAST HYDROLOGY STUDY I JN#75104 BASIN - C r DSK3:PARBC.RSD(300,10) FM 0 Hydrology Study Control Information **** Rational hydrology study storm event year is 100.0 , Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.200 Adjusted 6 hour precipitation (inches) = 2.900 P6/P24 = 55.8% I San Diego hydrology manual 'C' 'alues used '. Runoff coefficients by rational method I Process from Point/Station 3.100 to Point/Station 3.200 INITIAL AREA EVALUATION I Decimal fraction soil-group A= 0.000 . . Decimal fraction soil group B.= 0.000 Decimal fraction soil group C = 0.000 - I .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)/(etevation change)Y.385*60(min/hr) + 10 mm. - Initial subarea flow distance = 460.00(Ft.) Highest elevation: 659.10(Ft.) . Lowest elevation = 448.69(Ft.) I Elevation difference = .10.41(Ft.) TC=((11.9*O.08713)/( 10.41)1'.385= 3•77 + 10 mm. 13.77mm. Rainfall intensity (I) = 3.975 for-a 100.0 year storm I Effective runoff coefficient used -for area (O=KCIA) is C = 0.450 Subarea runoff = 5.366(CFS) - - Total initial stream area = 3.000(Ac.) - I Process from Point/Station 3.200 to Point/Station 3.300 STREET FLOW TRAVEL TIME + SUBAREA •FLOW ADDITION **** Top of street segment elevation ' 448.690(Ft.) End of street segment elevation = - 437.600(Ft.) - - - Length of- street segment = 575.000(Ft.-) Height of curb above gutter flowlinev= - 6.0(In.) - Width of half Street (curb to crown) 44.000(Ft.) I Distance from crown to crossfatt grade break = 42.500(Ft.) Slope from-gutter-to grade break (v/hz) = 0.080 -- 1. ., : . j Slope from grade break to crown (v/hz)ç = 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 tine (v/hz) = 0.020 V Gutter width = 1.500(Ft.) V Gutter hike from ftowline = 0.500(m.) Manning's N in gutter = 0.0130 I . Manning's N from gutter to grade break 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = - 6.350(CFS) Depth of flow = 0.277(Ft.), Average velocity 3.598(Ft/s) j StreetfLow hydraulics at midpoint of street travel: . Halfstreet flow width =. 13.253(Ft.) . V Flow velocity = 3.60(Ft/s) . V Travel time = 2.66 mm. TC = 16.43 mm. . V I . Adding area flow to street 'V V User specified 'C' value of 0.900 given for subarea Rainfall intensity = - 3.547(In/Hr) for a 100.0 year storm I .Runoff coefficient used for sub-area,Rational method,0=KCIA, C = 0.900 Subarea runoff = 3.511(CFS) for 1.100(Ac.) V Total runoff = 8.878(CFS) Total area = . 4.10(Ac.) " V Street flow at end of Street = 8.878(CFS) V I Half Street flow at end of street = 8.878(CFS) V V Depth of flow = . 0.313(Ft.), Average velocity = 3.906(Ft/s) V V Flow width (from curb towards crown)= 15.046(F.t.) . . I - V Process from Point/Station 3.200 to Point/Station 3.300 I SUBAREA FLOW ADDITION Decimal V . fraction soil group A 0.000 I Decimal fraction soil -group B = 0.000 Decimal fraction soil group C = 0.000 . Decimal fraction soil group D = 1.000 V (RURAL (greater than 1/2 acre) area type 3 V V Time of. concentration = 16.43 min.; V - Rainfall intensity = . 3.547(In/Hr) for a 100.0 year storm - Runoff coefficient used for sub-area, Rational method,O=KCIA, C =0.450 Subarea runoff = 2.394(CFS) for 1.500(Ac.) Total runoff = 11.272(CFS) Total area = 5.60(Ac.) V V Process from Point/Station 3.300 to Point/Station 3.400 V V PIPEFLOW TRAVEL TIME.(User specified size) V V Upstream point/station elevation = 433.50(Ft.) I Downstream point/station elevation = 433.10(Ft.) . Pipe Length = 12.00(Ft.) Manning's N = 0.013 - No. of pipes =1 Required pipe flow = . 11.272(CFS) - I Given pipe size 18.00(In.) Calculated individual pipe flow 11.272(CFS) V Normal flow depth in pipe = 9.93(m.) Flow top width inside pipe = 17.90(In.), Critical Depth = 15.400.) Pipe flow velocity = 11.29(Ft/s) V V Travel time through pipe = 0.02 mm. - V V V Time of concentration (TC) = 16.45 mm. 1 ++++++++++++++.++++++++++++++++++++++.+++++++++++++.++++++++++++++++++ V V Process from Point/Station 3.300 to Point/Station 3.400 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area 5.600(Ac.) '. Runoff from this stream 11.272(CFS) Time of concentration = 16.45 mm. ' , Rainfall intensity 3.544(In/Hr) I Process from Point/Station 3.510 to Point/Station 3.510 INITIAL AREA EVALUATION . User specified 'C' value of.0.900 given-for subarea Initial subarea flow distance .= 10.00(Ft.) I Highest elevation = -,446.96(Ft.) 'Lowest elevation = 446.76(Ft.) Elevation difference = . 0.20(Ft.) I .Time of concentration calculated by the urban areas overland flow method (App X-C) 0.90 min. TC = (1.8*(1.1.C)*distance.5)/(% slope(1/3)) I . ' TC = 11.8*(1.1_0.9000)*( .1O.00.5)/( 2.00(1/3)1 0.90 ' Setting time of concentration to 5 minutes .. Rainfall intensity (I) = 7.641 for a 100.0 year storm Effective runoff coefficient used-'for area (Q=KCIA) is C = 0.900 I - Subarea runoff = 0.069(CFS) Total initial stream area = . 0.010(Ac.) Process from Point/Station 3.510 to Point/Station 3.500 IMPROVED CHANNEL TRAVEL TIME I ,Upstream point elevation 446.76(Ft.) . Downstream point elevation = 439.64(Ft.) . Channel length thru subarea = 575.00(Ft.) I Channel base width = . 0.000(Ft.) Slope or 'Z' of Left channel bank = 2.500 • . Slope or 'V of right channel bank 2.500 I Estimated mean flow rate at midpoint of channel 1.066(CFS) . '.- • Manning's 'N' = 0.015 • ' . . Maximum depth of channel . ' . 1.000(Ft.) - 'Flow(q). thru subarea = 1.066(CFS) I Depth of flow = 0.358(Ft.), Average velocity = 3.331(Ft/s) • Channel flow top width 1.789(Ft.) Flow Velocity = 3.33(Ft/s) . . . .. I Travel time = 2.88 mm; .-. . Time of concentration = 7.88 mm. Critical depth = 0.408(Ft.) . Adding area flow to channel User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.699(In/Hr) for a 100.0 year storm . . . Runoff coefficient used for sub-area, Rational method,6KCIA, C = 0.900 I Subarea runoff = 1.487(CFS) for • 0.290(Ac.) Total runoff = 1,.556(CFS) Total area = , 0.30(Ac.) I ., ., Process from Point/Station 3.5O0to Point/Station ' . 3.400 . . PIPEFLOW TRAVEL TIME (User specified size) • . j Upstreampoint/station elevation = 435.10(Ft.) Downstream point/station elevation = 433.10(Ft.) Pipe Length = 33.50(Ft.) Mannings N = 0.013 - No. of pipes = 1 Required pipe fLow = 1.556(CFS) Given pipe size = 18.00(In.)• Calculated individual pipe flow 1.556(CFS) Normal flow depth in pipe = 3.01(In.) I Flow top width inside pipe = 13.43(In.) : Critical Depth 5.61(In.) . Pipe flow velocity =. 8.01(Ft/s) . 1 . TraveL time through pipe = 0.07 mm. Time of concentration (TC) = 7.95 mm. I Process from Point/Station 3.500 to Point/Station 3.400 CONFLUENCE OF MINOR STREAMS I. Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.300(Ac.) . Runoff from this stream = 1.556(CFS) I Time of concentration = 7.95 mm. Rainfall intensity 5.667(In/Hr) - 'Summary of stream data: S l Stream Flow rate TC - Rainfall Intensity No. (CFS) (mm) (In/Hr) I . 1 11:272 -16.45 3.544 2 1.556 7.95 . 5.667 - Qmax(1) = 1.000 * 1.000 * 11.272) + 0.625 * 1.000 * 1.556) + = 12.245 Omax(2) . 1.000 * 0.483 * 11.272) + 1.000 * - 1.000 * 1.556)1+ = 7.001 Total of 2 streams to confluence: j Flow rates before confLuence 'poi nt': - 11.272 1 1.556 Maximum flow rates at confluence using above data: 12.245 7.001 I Area of streams before conf Luence: 5.600 0.300 - Results of confluence: I Total flow rate = 12.245(CFS) S Time of concentration = 16.452 mm. Effective stream area after confluence 5.900(Ac.) I .+++++++++++++++++++1.+++++++++++++++++++++++++++++++++++++++++++++++4++ Process from Point/Station 3.400 to Point/Station 3.600 PIPEFLOW TRAVEL TIME (User specified size).**** I Upstream point/station elevation = 433.10(Ft.) Downstream point/station elevation = 428.30(Ft.) Pipe Length = 299.70(Ft.) Manningis N = 0.013 S No. -of pipes = 1 Required pipe flow = 12.245(CFS) Given pipe size 18.00(In.) -. Calculated individual pipe flow = 12.245(CFS)' - Norma[ fLow depth in pipe 13.62(m.) . . .. Flow top width inside pipe = 15.45(In.) Critical Depth = 15.88(In.) Pipe flow velocity = 8.54(Ft/s) Travel time through pipe .= 0.59 mm. Time of concentration (IC) = 17.04 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -. Process from Point/Station 3.600 to Point/Station 3.700 PIPEFLOW TRAVEL TIME (User specified size) . Upstream point/station elevation 42830(Ft.) Downstream point/station elevation = 427.00(F.t.) Pipe length = 193.10(Ft.) Manning's N = 0.013 . 0 No. of pipes = 1 . Required pipe flow = 12.245(CFS) - Given pipe size = . 24.00(ln.) Calculated individual pipe flow = 12.245(CFS) Normal flow depth in pipe = 14.230n.) Flow top width inside pipe = 23.58(In.) I .Critical Depth = 15.09(In.). Pipe flow velocity = 6.31(Ft/s) Travel time through pipe = 0.51 mm. . I Time of concentration (IC) . 17.55 mm. Process from Point/Station 3.600 to Point/Station 3.700 CONFLUENCE OF MAIN STREAMS I . The following data inside Main Stream is listed:. In Main Stream number: 1 - Stream flow area = 0 5.900(Ac.) 0 Runoff from this stream = 12.245(CFS) I Time of concentration = 17.55 mm. 0 RainfaLL intensity = 3.400(In/Hr) Program is now starting with Main Stream No. 2 0 I Process from Point/Station 3.500 to Point/Station 3.500 . INITIAL AREA EVALUATION . User specified 'C' value of 0.900 given for subarea . • Initial subarea flow distance = 10.00(Ft.) . I Highest elevation = 439.84(Ft.) . Lowest elevation = 439.64(Ft.) Elevation difference = O.20(Ft.) Time of concentration calculated by the urban I areas overland flow method (App X-C) = 0.90 mm. IC = t1.8*(1.1_C)*distance.5)/(% slope(1/3)) IC = [1.8*(1.1.0.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes I Rainfall intensity (I) = 7.641 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 • 0 I Subarea runoff = 0.069(CFS) 0 •. 0 • Total initial stream area = -, 0.010(Ac.) - . • 0 I • Process from Paint/Station 3.500 to Point7Station . 3.800 • - IMPROVED CHANNEL TRAVEL TIME • I. Upstream point elevation = 439.64(Ft.) S Downstream point elevation = 433.80(Ft.) Channel Length thru subarea = . 495.00(Ft.) Channel base width 0.000(Ft.) Slope or '2' of left channel bank = - 2.500 - Slope or 'Z' of right channeL bank = 2.300 Estimated mean flow rate at midpoint of channel = 0.722(CFS) Manning's 'N' = 0.015 I Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.722(CFS) Depth of fLow = 0.312(Ft.), Average velocity = 2.968(Ft/s) . Channel flow top width = 1.560(Ft.) Flow Velocity = 2.97(Ft/s) Travel time = 2.78 mm. I .Time of concentration '= 7.78 min.- . - - - Critical depth. = 0.350(Ft.) Adding area flow to channel,, User specified 'C' value of 0.900 given for subarea I Rainfall intensity = 5.745(1/Kr) for- a 100.0 year storm - Runoff coefficient used for sub-area, Rational method,O=KCIA, C = 0.900 Subarea runoff = 0.982(CFS) for 0.190(Ac.) . . Total runoff = 1.051.(CFS) Total area = 0.20(Ac.) - I . Process from Point/Stat-ion . 'Y. 50O to Point/Station 3.800 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 I_ Stream flow area =. 0.200(Ac.) . - -- RUnoff from this stream = 1.051(CFS) - Time of concentration = 7.78 mm. I Rainfall intensity = 5.745(In/Hr) I Process from Point/Station 3.810 to Point/Station 3.810 5 - INITIAL AREA EVALUATION User specified 'C' value of b.900 given for subarea Initial subarea flow distance = 10.00(Ft.) Highest elevation 452.30(Ft.) Lowest elevation = 452.10(Ft.) I Elevation difference 0.20(F.t.) - - - . - Time of concentration calculated by the urban - areas overland flow method (App X-C) - 0.90 mm. - TC = (15.8*(1.1.C)*distance.5)/(% 510pe(1/3)) - I .TC = (1.8*(1.1.0.9000)*( 1O.00.5)/( 2.00(1/3)1= - 0.90 Setting time of concentration to 5 minutes - Rainfall intensity (I) 7.641 for a 100.0 year storm - Effective runoff coefficient used for area (O=KCIA) is C 0. 900 -- S Subarea runoff = 0.069(CFS) . Total initial stream area = 0.010(Ac.) - S I Process from Point/Station - 3.810 to Point/Station - 3.800 IMPROVED CHANNEL TRAVEL TIME Upstream-point elevation = - 452.10(Ft.). Downstream point ,elevation = 433.80(Ft.-) - Channel length thru subarea 1320.00(Ft.). Channel base width = .0.000(Ft.) .- Slope or '2' of Left channel bank = 2.500 Slope or '2' of right channel bank. = 2.500 Estimated mean flow rate at midpoint of channel = 1.754(CFS) ii Manning's 'N'. =0.015 I Maximum depth of channel = 1.000(0t.) FLow(q) thru subarea 1.754(CFS) I Depth of flow = 0.422(Ft.), Average velocity 3.936(Ft/s) Channel flow top width = 2.111(Ft.) Flow Velocity = 3.94(Ft/s) - Travel time = 5.59 mm. Time of concentration 10.59 mm. FW Critical depth = 0.496(Ft.) Adding area flow to channel User specified 'C-'- value of 0.900 given for subarea - - Raintalt intensity = . 4.709(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,O=KCIA, C = 0.900 Subarea runoff = 2.077(CFS) for 0.490(Ac.) I Total runoff = 2.145(CFS) Total area = 0.50(Ac.) - - ++ + +++++++++ ++++ ++++++ + +++++.......................................... I Process from Point/Station 3.810 to Point/Station 3.800 CONFLUENCE OF MINOR STREAMS I Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.500(Ac.) - Runoff from this stream = 2.145(CFS) Time-of-concentration = 10.59 mm. . I Rainfall intensity = -4.709(In/Hr) Summary of stream data: Stream Flow rate IC Rainfall Intensity No. (CFS) (min) (In/Hr) I i -1.051 7.78 5.745 2 2.145 10.59. - 4.709 Omax(1) 1.000 * 1.000 * 1.051) + . L 1.000 * .0.735 * 2.145) + = 2.627 I Omax(2) 0.820 * 1.000 * 1.051) + '000 * 1.000 * 2.145) + = 3.0071 I .Total of 2 streams to confluence: . Flow rates before confluence point: - .. . - 1.051 2.145 . Maximum flow rates at confluence using above data: 2.627 3.007 - Area of streams before confluence: I - fl 0.200 0.500 Results . . . of confluence: Total flow rate 3.007(CFS) .. T - Time of concentration = 10.590 mm. - - Effective steam area after confluence 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++.+++++.+++++++++++++++++++++++ Process from Point/Station 3.800 to Point/Station 3.700 - - PIPEFLOW TRAVEL TIME (User specified size) . . . 1- - - . . . I 1 upstream point/station elevation 428.10(Ft.). Downstream point/station eLevation = 427.30(Ft.) Pipe Length = 33.50(Ft.) Manning's N = 0.013 No. of pipes. = 1 Required pipe flow = 3.007(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.007(CFS) Normal flow depth in pipe = 5.250.). I Flow top width inside pipe = 16.36(In.) Critical Depth = 7.920.) Pipe flow velocity 7.02(Ft/s) Travel time through pipe = 0.08 mm. - 1 . Time of concentration (TC) 10.67 mm. ++ + +++++ ++ +++++++++ ++++ + ++++++ +++++++++ +++++++++ ++++ ++++ +++ +++ +++..... Process from Point/Station 3.800 to Point/Station 3.700. - CONFLUENCE OF MAIN STREAMS I The following data inside Main Stream is listed: In Main Stream number: 2 0 Stream flow area = 0.700(Ac.) Runoff: from this stream = 3.007(CFS) I Time of concentration = 10.67 mm. Rainfall intensity = 4.686(mn/Hr) - Program is now starting with Main Stream No. 3 I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++ Process from Point/Station - 3.910 to Point/Station 3.900 I ****.INITIAL AREA EVALUATION - 0 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 P = 1.000 - [RURAL (greater than 1/2 acre) area type ) I Time of concentration computed by the naturatwatersheds nomograph (App X-A) TC = (11.9*length(Mi)3)/(eLevation change)].385 *60(min/hr) + 10 mm. Initial subarea flow distance = 440.00(Ft.) S Highest elevation 448.00(Ft.) U Lowest elevation = 434.00(Ft.) Elevation difference = 14.00(Ft.) .I TC=((11.9*0.08333)/( 14.00)1'.385= 3.20+ 10 mm. = 13.20 mm. Rainfall intensity (I) =. 4.086 for a 100.0 year Storm • Effective runoff coefficient used for area (O=KCIA) is C = 0.450 0 Subarea runoff = 4.597(CFS) . • • Total initial stream area = 2.500(Ac.) 0 • Process from Point/Station • 3.910 to Point/Station 3.900 • • **** CONFLUENCE OF MINOR STREAMS 0 I Along Main Stream number: 3 in normal stream number 1 0 Stream flow area = 2.500(Ac.) • Runoff from this stream = 4.597(CFS) Time of concentration 13.20 mm. 0 Rainfall intensity- 4.086(In/Hr) - - . • 1 I 5- Process from Point/Station 3.920 to Point/Station 3.900 *** CONFLUENCE OF MINOR STREAMS Along I . g Main Stream number: 3 in normal stream number 3 Stream flow area = 1.600(Ac.) Runoff from this Stream = 6.531(CFS) Time of concentration 12.07 mm. Rainfall intensity = 4.328(In/Hr) ' Summary of stream data: Stream Now rate . IC - Rainfall Intensity & No. (CFS). (mm) (In/Hr) 1 . 4.597 13.20 4.086 II 2 3.515 8.98 5.235 3 6.531 12.07 4.328 Qmax(1) = 1.000 * 1.000 * 4.597) + I'. 0.780 * 1.000. * .3.515) + - 0.944 *- 1.000 * 6.531) + 13.505 Qmax(2) . . 9 1.000 * 0.681 * 4.597) 4. 1.000 * 1.,000 * 3.515) + . . . r 1.000 * 0.744 * 6.531) + = 11.507 Omax3) 1.000 * 0.915 * 4.597)-i- 0 0 0 0.827 * 1.000 * 3.515) + 1.000 * 1.000 * 6.531) + 13.641 0 I Total of 3 streams to confluence: ., Flow rates before confluence point: 4.597 3.515 6.531 I Maximum flow rates at confluence using above data: S •0 13.505 . 11.507 13.641 5 Area of streams before confluence: .. 5 . 2.500 0.700 1.600 - Results of confluence: Total flow rate = 13.641(CFS) Time of concentration = 12.068 mm. I - Effective stream area after confluence = 4.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 3.900 to Point/Station 3.700 PIPEFLOW TRAVEL TIME (User specified size) r Upstream point/station elevation 427.50(FtY) - 5 Downstream point/station elevation 42730(Ft.) 5 Pipe length = 12.00(Ft.) Manning's .14 = 0.013 - No, of pipes = 1 Required pipe flow = 13,641(IFS) . 5 Given pipe size 24.O0(In.) Calculated individual pipe flow 13.641(CF5) . . Normal flow depth in pipe = 11.530.) 5 - - Flow top width .jnsjde pipe = 23.98(In.) Critical Depth = 15.96(In.) Pipe flow velocity = 9.14(Ft/s) 0 Travel time through pipe 0.02 mm. - 0 Time of concentration (T C) = 12.09-mm. +++++++++++++++•+++•++++++++++++++++++++++++++++++++++++++++.+++++++++ Process from Point/Station 3.900 to Point/Station 3.700: CONFLUENCE OF MAIN STREAMS The fot lowing data inside Main Stream is Listed: " In Main Stream number: 3 Stream fLow area = 4.800(Ac.) Runoff from this stream = 13.641(CFS) - Time of concentration = 12.09 mm. Rainfall intensity = 4.323(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity- No. (CFS) (mm) (In/Kr) 1 12.245 17.55 3.400 - 2 3.007 10.67 4.686 3 13.641 12.09 4.323 - Omax(1.) = 1.000 * 1.000 * 12.245) + 0.726,* 1.000 * 3.007) + 0.786 * 1.000* 13.641) + = 25.154 - - - - Omax(2) - 1.000 * 0.608 * 12.245) + - - 1.000 * 1.000 * 3.007) + 1.000 * 0.882 * 13.641) + = 22.490 Qmax(3) 1.000 * 0.689 * 12.245) + 0.923 * 1.000 * 3.007) + 1.000 * 1.900 * 13.641) + 24.852 - Total of 3 main streams to confluence: Flow rates before confluence point: - -• 12.245 3.007 13.641 -• Maximum flow rates at confluence using above data: 25.154 22.490 24.852 Area of streams before confluence: 5.900 0.700 4.800 • I: Results of confluence: - - Total flow rate = 25.154(CFS) - Time of concentration = 17.547 mm. Effective stream area after confluence 11.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.700 to Point/Station • 3.100 - -. - PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 427.30(Ft.) Downstream point/station elevation = 425.85(.Ft.) Pipe length = 183.20(Ft.) Mannings N =0.013 No. of pipes =-1 Required pipe flow = 25.154(CFS) Given-pipe size 30.00(1. Calculated individual pipe flow .25.154(CFS) - ) • Normal flow depth in pipe = 18.30(In.) - • • Flow top width inside pipe 29.26(In.) Critical Depth = 20.51(mn.) - - - • San Diego County Rational Hydrology Program I: CIVILCADD/CIVILDESIGN Engineering Software, (C) 1993 Version 3.2 . . Rational method hydrology, program based on j San Diego County Flood CdntroL Division 1985 hydrology manual Rational Hydrology Study Date: 3/31/98 S ------------------------------------------------------------------------ II . - ORION STREET (THE ACCESS ROAD) - HYDROLOGY STUDY em JN#75104 BASIN - D DSK3:CSBD.RSD(300,10) . ------------------------------------------------------------------------ Hydrology Study Control InformationEM ** Rational hydrology study storm event year is 100.0 - Map data precipitation entered:. . 6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (iches) = 2.750 : P6/P24 = 59.8% . . I ..Sah.Diegd hydrology manual. 'C' values used . . Runoff coefficients by rtionaL method . Process from Point/Station 4.130 to Point/Station 4.100 . **** INITIAL AREA EVALUATION . . . I Decimal fraction soil group A = 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil' group-C = 0.000 I Decimal fraction soil group .D = 1.000 . S (RURAL (greater than 1/2 acre).-area type ) . Time of concentration computed by the I . natural watersheds nomograph (App X-A) TC = (11.9*length(Mi)'3)/(elevation change)).385 *60(min/hr) + 10 mm.. . S Initial subarea flow distance = 960.00(Ft.) S S Highest elevation 312.00(Ft.) j Lowest elevation = 282.00(Ft.) Elevation difference = 30.00(Ft.) TC=((11.9*0.18183)/( 30.00)1'.385= 5.87 + 10 mm. = - 15.87 mm. I - Rainfall intensity (I) = 3.440 for.a 100.0 year storm . . Effective runoff coefficient used for area (Q=KCIA) is C =0.450 Subarea runoff = 7.740(CFS) Total initial stream area 5.000(Ac.) . S I . Process from Point/Station 4.130 to Point/Station 4.100 5 CONFLUENCE OF MINOR STREAMS . - . Along Main Stream number: 1 in normal stream number 1 I Stream flow area = 5.000(Ac.) Runofffrom this stream 7.740(CFS) . S Time-of concentration = 15.87 mm. Rainfall intensity = 3.440(In/Hr) . S. H I - Process from Point/Station - 4.110 to Point/Station 4.110 INITIAL AREA EVALUATION -rL User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 10.00(Ft.) - Highest elevation = 333.08(Ft.) Lowest elevation = 332.88(Ft.) Elevation difference = 0.20(Ft.) Time of concentration- calculated by the urban - - areas overland flow method (App X-C) 0.90 mm. IC (1.8*(1.1_C)*distance.5)/(% slope(1/3)) TC (1.8*(1.1_0.9000)*( 10.00.5)/( 2.000/3)) 0.90 - Setting time of concentration to 5 minutes - - j Rainfall intensity (I) = 7.246 for a 100.0 year Storm - Effective runoff coefficient used for area (QKCIA) is C = 0.900 0 - Subarea runoff = - 0.652(CFS) - Total mit-i-at stream area = 0.100(Ac.) '- - - I . Process from Point/Station 4.110 to Point/Station - 4100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION - Top of street segment elevation = 332.880(Ft.) I -End of Street -segment elevation = 282.000(Ft.) : -- Length of street segment = 1320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) I Width of half Street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break -= 22.500(Ft.) Slope from gutter to grade break (v/hz) 0.080 Slope from grade break to crown (v/hz) 0.020 - - I Street flow is on (1) side(s) of the street 0 Distance from curb to property line = 12.000(Ft.) - Slope from curb to property line (v/hz) = 0.020 0 .Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) - - Manning's N in gutter = 0.0130 - Manning's N from gutter to grade break = 0.0130 - Manning's N from grade break to crown.= 0.0150 - - Estimated mean flow rate at midpoint of street = 3.913(CFS) Depth of flow = O.280(Ft.), Average velocity = 4.213(Ft/s) Sreetf Low hydraulics at midpoint of Street travel: Halfstreet flow width = 9.260(Ft.) - - Flow velocity = - 4.21(Ft/s) Travel time = - 5.22 mm. TC = - 10.22 mm. - - Adding area flow to street - - User specified 'C' value of 0.900 given for subarea - - - Rainfall intensity = 4.568(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,QKCIA, C = 0.900 Subarea runoff = 4.112(CFS) for 1.000(Ac.) - •0 Total runoff = - 4.764(CFS) Total area = 1.10(Ac.) Street flow at end of street = 4.764(CFS) - - Half street flow at end of street 4.764(CFS) - Depth of flow = 0.296(Ft.), Average velocity = 4.409(Ft/s) Flow width (from curb towards crown) 10.046(Ft.) - - ++++++++++++++++++++++++++++++++++++++++++++++++++++++_+++++++++++++++ 0 Process from Point/Station 4.110 to Point/Station 4.100 CONFLUENCE OF MINOR STREAMS,.-***. - Along Main Stream number: .1 in normal stream number .2 . I . Stream flow area = 1.100(Ac.) Runoff from this stream = 4.764(CFS) Time of concentration = . 10.22 mm. - j Rainfall intensity = 4.568(In/Hr) - II . Process from Point/Station 4.120 to Point/Station 4.120 INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea . -. I Initial subarea flow distance = 10.00(Ft.) Highest elevation = 301.70(Ft.) ' Lowest elevation = 301.50(Ft.) 9 Elevation diiference = 0.20(Ft.) I Time of concentration calculated by the urban - areas overland flow method (App X-C) . 0.90 min. TC= (1.8*(1.1.C)*distance.5)/(% slope-(1/3)] TC = t1.8*(1.1.0.9000)*( 10.00.5)/( 2.000/3))= 0.90 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (OKCIA) is C = 0.900 - Subarea runoff = 0.652(CFS) Total initial stream area = 0.100(Ac.) - Process from Point/Station 4.120 to Point/Station , 4.100 . . STREET FLOW TRAVEL TIME .+ SUBAREA FLOW ADDITION Top of street'segrnent elevation End of Street Segment elevation = 282.000(Ft.) 0 Length of street segment = , 665.000(Ft.) 'Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to.crown) = 24.000(Ft.) -Distance from -crown to crossfall grade break = 22.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ' Gutter width = 1.500(Ft.) ' I ' ' Gutter hike from flowline = 1.500(In.). Manning's N in gutter = 0.0130 - Manning's N from gutter to grade'break = 0.0130 . . Manning's N from grade break to crown = 0.0150 ' . . Estimated mean flow rate at midpoint of street = . 1.956(CFS) , Depth of flow = 0.241(Ft.), Average velocity = 3.244(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width. = 7;292(Ft.) Flow velocity 3.24(Ft/s) Travel time .. 3.42 mm. TC = 8.42 mm. - , 0 '• Adding area flow, to street - User specified 'C' value of 0.900 given for subarea 0 ' Rainfall intensity - - 5.178(In/Hr) for a 100.0 year storm ' Runoff coefficient used for sub-area, Rational method,@KCIA, C = 0.900 ' 0 Subarea runoff = I.864(CFS) for - 0.400(Ac.) Total runoff = - 2516(CFS) Total area = - 0.50(A6.) - Street flow at end of street = - 2.516(CFS) Half street flow at end of Street 2.516(CFS) Depth' of flow = 0.258(Ft.), Average velocity = 3.429(Ft/s) Flow width (from curb towards crown) 8.139(Ft.) Process from Point/Station 4.120 to Point/Station 4.100 Ii . CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 3 . . Stream flow area = 0.500(Ac.) Runoff from tIis stream = . 2.516(CFS). - Time of concentration = 8.42 mm. . Rainfall. intensity = 5,1780n/Hr) Summary of stream data: j Stream Flow rate IC Rainfall Intensify No. (CFS) (mm) - (In/Hr) 1 7.740 15.87 3.440 2 4.764 10.22 4.568 3 2.516 8.42 5.178 Omax(1) = 1.000 * 1.000 * 7.740) + 0.753 * 1.000 * 4.764) + 0.664 * 1.000 * - 2.516) + = 12.999 .Omax(2) 1.000 * 0.644 * 7.740) + 1.000 * 1.000 *• 4.764) +' 0.882 * 1.000 * 2.516) + = 11.970 Qmax(3)= 1.000 * 0.530 * .7.740) + 1.000- 0:823 * 4.764) + 1.000 * 1.000 * 2.516) +. - 10.544 I Total of 3 streams to confluence: Flow rates before confluence point: . 7.740 4.764 2.516 Maximum flow rates at confluence using above data: 12.999 11.970 10.544 . Area of streams before confluence: 5.000 1.100 0.500 Results of confluence: Total flow rate = 12.999(CFS) . Time of concentration 15.867 mm. Effective stream area after confluence = - 6.600(Ac.) I Process from Point/Station 4.100 to Point/Station - 4.200 PIPEFLOW TRAVEL TIME (User specified size) . .I Upstream point/station elevation = 278.00(Ft.) Downstream point/station elevation = 277.50(Ft.) • Pipe length = 65.00(Ft.) Manning's N. 0.013 No. of pipes = 1 Required pipe flow = • 12.999(CFS) Given pipe size = 18.00(Iri.) NOTE: Normal flow is pressure flow in user selected pipe size. - - - The approximate hydraulic grade Line above the pipe invert is 1.756(Ft.) at the headworks or inlet of the,-pipe(s) Pipe friction loss Minor friction Loss = 1.260(Ft.) K-factor = 1.50 Pipe flow velocity - 7.36(Ft/s) & 9 Travel time through pipe = 0.15 mm. 1 . Time of concentration (IC) = 16.01 mm.- - . Process from Point/Station 4.100 to Point/Station 4.200 CONFLUENCE OF MINOR STREAMS II. Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.600(Ac.) - - Runoff froth this stream = 12.999(CFS) Time of concentration = 16.01 mm. 0 Rainfall intensity =, 3:420(ln/Hr) . . Process from Point/Station .4.210 to Point/Station 4.210 '- INITIAL AREA EVALUATIOL**** User specified 'C' value of 0.900.given for subarea . . Initial subarea flow distance = 10.00(Ft.) I Highest, elevation = 333.08(Ft.) - Lowest elevation = 332.88(!t.)' , . Elevation difference = -0.20(Ft.) Time of concentration calculated by the urban . I . areas, overland flow method (App X-C) = - 0.90 mm. TC = (1.8*(1.1_C)*distance.5)/(% s1ope(1/3)) , TC t1.8*(1.1_0.9000)*( 10.00.5)/(- 2.00(1/3)1= 0.90 I Setting time of concentration to.5 minutes , Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (QKCIA) is C = 0.900 Subarea runoff = 0.652(CFS) Total initial stream area = 'O.lOO(Ac.) , Process from Point/Station 4.210 to Point/Station 4.200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 332.880(Ft.) - End of-street segment elevation = 282.000(Ft.) 'Length of street segment = -1320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) . - I - Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfaLl grade break = 22.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 - - Slope from grade' break to crown (v/hz) = 0.020 - 0 Street flow is on (1] side(s) of the street Distance-from curb to property line = 12.000(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 = 0.0130 - . -- - - I Manning's N from gutter to grade break = 0.0130 - - -' Manning's N from grade break to crown = 0.0150 - Estimated mean flow rate at midpoint of street 3.913(CFS) - - - - -, Depth of flow =- 0.280(Ft.), Average velocity = 4.213(Ft/s) I Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.260(Ft.) - - - Flow velocity = 4.21(Ft-/s) I Travel time = 5.22 mm. TC = 10.22 mm. - Adding area flow to street U H ] User specified 'C' value of 0.900 given for subarea RainfalL intensity = 4.568(In/Hr) for a 100.0 year storm —Runoff coefficient used for sub-area, Rational method,O=KCIA, C = 0.900 jj Subarea runoff = 4.112(CFS) for 1.000(Ac.) Total runoff = 4.764(CFS) Total area = 1.10(Ac.) 0 Street flow at end of street = 4.764(CFS) Half street flow at end of street = 4.764(CFS).* I Depth of flow = 0.0296(Ft.); Average velocity = 4.409(Ft/s) - Flow width (from curb towards crown) 10.046(Ft.) I I Process from Point/Station 4.210 to Point/Station 04.200 CONFLUENCE OF MINOR STREAMS - j Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 4.764(CFS) - Time of concentration = 10.22min. Rainfall intensity = 4.568(In/Hr) Process from Point/Station 4.220 to Point/Station— 4.220 INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea -. - Initial subarea flow distance = 10.00(Ft.) Highest elevation = 303.70(Ft.) Lowest elevation 303.50(Ft.) Elevation difference = 0.20(Ft.) - Time of concentration calculated by the urban - areas overland flow method (App X-C) = 0.90 mm. IC = 0.8*0.1C)*distance.5)/(% slope(1/3)) TC = (1.8*(1.1_0.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (O=KCIA) is .0 = 0.900 0 0 0 Subarea runoff = 0.652(CFS) Total initial stream area = O.100(Ac.) - I +++++++++++++++++++++++++++-'-++++++++++++++++++++++-++++++++++++++++++++ Process from Point/Station 4.220 to Point/Station - 4.200 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 171 Top of street segment elevation = 303.500(Ft.) End of Street segment elevation = 282.000(Ft.) Length of street segment = 665.000(Ft.) Height of curb above gutter flowline c 6.0(In.) Width of half street (curb to crown) = 24.000(Ft.) Distance from crown to crossfall grade break = 22.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 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 = 12.000(Ft.) 0 Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) - 0 Gutter hike from flowline = 1.500(In.) ' Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown 0.0150 9 Estimated mean flow rate at midpoint of street =. . 1.956(CFS) I Depth of flow 0.238(Ft.), Average ve,locity = 3.370(Ft/s) Streetf low hydraulics at midpoint of Street travel: Halfstreet flow width = 7.136(Ft.) Flow velocity = 3.37(Ft/s) Travel time = 3.29 min. TC 8.29 min. Adding area flow to street 0 I User specified ICI value of 0.900 given for subarea Rainfall intensity = 5.230(In/Hr) for a 100.0 year. storm Runoff coefficient used for sub-area, Rational method,Q=KCIA C = 0.900 Subarea runoff = 1.883(CFS) for 0.400(Ac.) Total runoff = 2.535(CFS) Total area = 0.50(Ac.) Street flow at end •of street = . 2.535(CFS) Half Street flow at end of street = 2.535(CFS) - Depth of flow = 0.255(Ft.), Average velocity = 3.568(Ft/s) Flow width (from curb towards crown)= 7.995(Ft.) - I .. Process from Point/Station 4.220 to Point/Station 4.200 CONFLUENCE OF MINOR STREAMS . . ' Along Main Stream number: 1 in normal stream number 3 Stream flow area = . 0.500(Ac.) Ruoff from this stream = 2.535(CFS) " I Time of concentration 8.29 min. . . .. Rainfall intensity ,= Summary of stream data: . . . . I Stream ., Flow rate - IC . Rainfall Intensity . No. (CFS) (mm) (In/Fir) I i 12.999 - 16.01 3. 2 . 4.764 10.22 4.568 3 2.535 8.29 . 5.230 f Omax(1) 0 1.000 * 1.000 * 12.999) + 0.749 * 1.000 * - 4.764) + 0.654 * 1.000 * 2.535) + = . 18.223 . S I Omax(2) 1.000 * 0.638 * 12.999) + 0 1.000 * 1.000 * 4.764) + S 11 0.874 * 1.000 * 2.535) + = 15.275 . . I Omax(3) 1.000 * . 0.518 * 12.999) + 1.000 * 0.811 * . 4.764) + . 0 1.000* 1.000 * 2.535.) + 13.125 Total of 3 streams to confluence: - Flow rates before confluence point: 12.999 4.764 2.535 Maximum flow rates 'at confluence using above data: o 18.223 15.275 13.125 . 0 Area of streams before confluence: - 6.600 1.100 0.500 Results of confluence: , Total flow rate = 18.223(CFS) Time of concentration = - 16.014 mm. Effective stream area after confluence = 8.200(Ac.) 0 End of computations, total study area .= 8.20 (Ac.) S San Diego County Rational Hydrology Program S CIVIICADD/CIVILDESIGN Engineering Software, (c) 1993 Version-3.2 : Rational method hydrology , program based on I San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study, Date: 3/31/98 El CAMINO REAL HYDROLOGY STUDY I , JN#75104 BASIN - E DSK3.ECRBE.RSD(300,10) ' S - HydroLogy Study Control-Information ------------------------------------------------------------------------- 9 Rational hydrology-study storm event year is 100.0 - ' Map data precipitation entered: I '6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.750 P6/P24 59.8% I San Diego hydrology manual 'C' values used Runoff coefficients by rational method - Process from Point/Station ' 5.100 to Point/Station 5.100 - INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea , , Initial .subarea flow distance 0.10(Ft.) Highest elevation = 316.31(Ft.) fl I Lowest elevation 316.11(Ft.) Elevation difference = 0.20(Ft.) - Time of concentration calculated by the urban I areas overland flow method (App X-C) = 0.02 mm. IC = (1.8*(1.1.C)*distance.5)/(% slope(1/3)) TC [1.8*(1.1.0.9000)*( 0.10.5)/(200.00(1/3)]= 0.02 Setting time of concentration to 5 minutes , 5 Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (QKCIA) is C = 0.900. Subarea runoff = 0.652(CFS) I Total initial stream area = 0.100(Ac.) - I Process from Point/Station 5.100 to Point/Station L15.200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 316.110(Ft.) S S End of street segment elevation = 294.000(Ft.) Length of Street segment = 1120.000(Ft.) Height of curb above gutter flowline = 6.0(In.) • S • '' I Width of half street (curb to crown) = 54.000(Ft.) S Distance from crown to crâssfall grade break = 52.500(Ft.) S S - Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 5 I Street' flow is on (1) side(s)of the street S. S Distance from curb to property line = 10.000(Ft.) •- Slope from curb to property Line (v/hz) 0.020 I Gutter width = 1.500(Ft.) " Gutter hike from flowLine = 0.500(In.) Manning's N in gutter = 0.0130 Manning's .N from gutter to grade break = '0.0130 - Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint 'of street = 6.195(CFS) ' Depth of flow = 0.290(Ft.), Average velocity = 3.180(Ft/s) StreetfLow hydraulics at midpoint of street travel: Halfstreet,fCow width.= 13.926(Ft.) Flow velocity = 3.18(Ft/s) Travel time = 5.87 mm. TC = 10.87 mm. - Adding area flow to street - User specified 'Cl value of 0.900 given for-subarea ' Rainfall intensity 4.391(In/Hr) for a 100.0 year storm ' unoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 ' Subarea runoff =' 6.718(CFS) 'for 1.700(Ac.) .' ' Total runoff = 7.370(CFS) Total area = 1.800c.) Street flow at end of. street = 7.370(CFS) Half street flow at end of Street = 7.370(CFS) - Depth of flow = 0.309(Ft.), Average velocity = 3.316(Ft/s) Flow width (from curb towards crown)= 14.878(Ft'.) Process from Point/Station 5.200 to Point/Station 5.300 PIPEFLOW TRAVEL TIME (User specified-size) 'Upstream' point/station elevation '290.87(Ft.) Downstream point/station elevation 287.20(Ft.) ' Pipe Length = 152.80(Ft.) Manning's N = 0.013 No. of pipes = 1 - Required pipe flow 7.370(CFS) 0 - - Given pipe size = - 18.00(In.) • '- - ' -' Calculated individual pipe flow' = 7.370(CFS) Normal flow depth in pipe 8.50(In.) Flow top width inside pipe 17.970.) I Critical Depth = '12.610n.) Pipe flow velocity ' 8.98(Ft/s) Travel 'time through pipe = 0.28 mm. Time of concentration (TC) = 11.15 mm. 9 0 , ' • 0 Process from Point/Station 5.300 to Point/Station 5.400 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station 'elevation = 286.87(Ft.) 0 I "Downstream point/station elevation = 279.06(Ft.) Pipe length 289.25(Ft.) Manning's N = 0.013 0 No. of pipes 1- Required pipe flow = ' 7.370(CFS) ' Given pipe' size 18.00(In.) ' Calculated individual pipe flow = 7.370CFS) Normal, flow depth in pipe = 8.21(In.) Flow top width inside pipe 17.93(In.) I Critical Depth 12.61(In.) Pipe flow velocity = 9.38(Ft/s) , - -' Travel time through pipe 0.51 mm. - Time of concentration (TC) = 11.67 mm. - Process from Point/Station 5.300 to Point/Station - 5.400 ' - - 1• •0 I **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is Listed: In Main Stream number: 1 - : Stream flow area = 1.800Ac.) Runoff from this stream = 7.370(CFS) Time of concentration = ;11.67 mm. MR Rainfall intensity = 4.195(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 5.200 to Point/Station 5.200 INITIAL AREA EVALUATION - 9 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 10.00(Ft.) Highest elevation = 294.20(Ft.) Lowest 'elevation = 294.00(Ft.) - Elevation difference 0.20(Ft.) - Time of concentration calculated by the urban areas overland flow method (App X-C) = 0.90 mm. I TC = (1.8*(1.1.C)*distance.5)/(% sLope(1/3)) TC = (1.8*(1.10.9o00)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes - I - Rainfall intensity (I) = 7.246 for a 100.0 year. storm Effective runoff coefficient used for area (O=KCIA) is C = 0.900 Subarea runoff = 0.652(CFS) Total initial stream area = 0.100(Ac.) I __ Process from Point/Station 5.200 to Point/Station 5.500 I STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 294.000(Ft.) I .End of street segment elevation = 286.000(Ft.) Length of street segment = 393.000(Ft.) Height of curb above gutter flowLine = 6.0(In.) Width of half street (curb to crown) = 54.000(Ft.) . Distance from crown to crossfalL grade break = 52.500(Ft.) .Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 . • I 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 = 0.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0180 - Estimated mean flow rate at midpoint of street = 2.934(CFS) Depth of flow = 0.220(Ft.), Average velocity 2.689(Ft/s) Streetftow hydraulics at midpoint of street travel: HaLfstreet flow width = 10.404(Ft.) . • - I Flow velocity =x 2.69(Ft/s) . Travel time = 2.44 mm. -TC = 7.44 mm. • Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.609(In/Hr) for a 100.0 year storm •• Runoff coefficient used for sub-area, Rational method,O=KCIA, C 0.900 Subarea runoff 3.534(CFS) for 0.700(Ac.) • 9 Total runoff = 4.186(CFS) Total area = 0.80(Ac.) Street flow at end of street = 4.186(CFS) Half street'flow'at end of Street = 4.186(CFS) Depth of flow = 0.250(Ft.), Average velocity = 2.927(Ft/s) Flow width (from curb towards crown)= 11.921(Ft.) Process from Point/Station 5.500 to Point/Station - 5.400 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 281.41(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe Length = 102.32(Ft.) Manning's N = 0.013 - No. of pipes = 1 Required pipe flow ,= 4.186(CFS) - Given pipe size= 18.00(In.) Calculated individual pipe flow = 4.186(CFS) - Normal flow depth in pipe =' 630(In.) Flow top width inside pipe = 17.17(In.) Critical Depth =' 9.41(In.) Pipe flow velocity = •' 7.59(Ft/s) , Travel time through pipe = 0.22 min. Time of concentration (IC) = 7.66 mm. +++++±+++++++_+++++++++++++++++.i.+++++++±++++++++±±++++++++++++++++++++ - Process from Point/Station 5.500 to Point/Station 5.400 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 0.800(Ac.) - Runoff from this stream = 4.186(CFS) Time of concentration =, 7.66 mm. Rainfall intensity = 5.503(In/,Hr) Program is now starting with Main Stream No. 3 " ri Process from Point/Station • • 5.400 to Point/Station 5.400 II USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.900 givenfor subarea Rainfall intensity (I) = 3.218 for a 100.0 year storm User specified values are as follows: TC = 17.60 mm. Rain, intensity 3.22(In/Hr) Total area = 1.00(4.) Total runoff = 7.00(CFS)' } Process from Point/Station 5.400 to Point/Station 5.400 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 - • Stream flow area • 1.000(Ac.) • • - Runoff from this stream = 7.000(CFS) - - - Time of' concentration = 17.60 min.- - • - - • Rainfall intensity = 3.218(In/Hr) Summary of stream data: Stream Flow-rate IC Rainfall, Intensity • - - No. (CFS) (mm) . H . (In/Hr) .. 1 7.370 11.67 .4. '195 2 4.186 7.66 5.503 3 7.000 . 17.60 3.218 Qmax(1) 1.000 * 1.000 * 7.370 + 0.762 * 1.000 * 4.180 + • . 1.000 * 0.663 * 7.000) + = 15.201 Qmax(2) = - 1.000 * 0.657 * . 7.370) + . I 1.000 * T.000* 4.186) + . . - 1.000 * 0.435 * 7.000) + = 12.071 . . . Qmax(3) 0.767 * 1.000.* 7.370) + . I : - 0.585 * 1.000 * 4.186) + . . 1.000 * 1.000* 7.000) + . 15.101 Total of 3 mainstreams to confluence: Flow rates before confluence point: 4.186 7.000. I 7.370 Maximum flow rates at confluence using above data: 15.201 12-..071 15.101 Area'of streams before confluence: 1.800 0.806 . 1.000 - , Results.of confluence:. 5 -, Total flow rate = 15.201(CFS) I Time of concentration = 11.667 mm. - 0 Effective stream area after confluence 3.600(Ac.) - - End of computations, total study area = 3.60 (Ac.) 55 I - -. - 0• I / San Diego County Rational Hydrology Program - 9 CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on - J San Diego County Flood Control' Division 1985 hydrology manual Rational Hydrology Study Date: 3/31/98 : FARADAY AVE. HYDROLOGY STUDY JN#75104 BASIN F DSK3:FABF.RSD(300,10] V ********* Hydrology Study Control Information ********** I. RationaL hydrology study—storm event year is 100.0 V Map data precipitation entered: - 6 hour; precipitation(inches). 2.750 - 24 hour precipitation(inches) = 4.600 V V Adjusted '6 hour precipitation (inches) = 2.750 P6/P24 = 59.8% San-Diego hydrology manual 'C' values used V Runoff coefficients by rational method S V #Process from Point/Station 6.100 to Point/Station 6.200 INITIAL AREA EVALUATION V V I-Decimal fraétion soil group VA = 0.000 V V V Decimal fraction soil group B = 0.000 Decimal fraction soil group -C = 0.000 f Decimal fraction soil group D = 1.000 - V V (COMMERCIAL area type V V V V V Initial subarea flow distance =- 460.00(Ft.) sm V V V V Highest elevation = 318.00(Ft.) - V Lowest elevation = 315.60(Ft.) Elevation difference = 2.40(Ft.) V V Time of concentration .caLculated by the urban ri areas overland flow method (App X-C) = 11.99 mm. IC (1.8*(1.1.C)*distance.5)/(% 510pe(1/3)1 - - - - - - TC = (1.8*(1.1.0.8500)*(460.00.5)/( 0.52(1/3)1= 11.99 Rainfall intensity (I) = 4.122 for a 100.0 year storm - - -. Effective runoff coefficient used-for-area (Q=KCIA) is C = 0.850 -- Subarea runoff 4.555(CFS) • V - Total initial stream area = 1.300(Ac.) V - Process from Point/Station 6.100 to Point/Station 6.200i' V - CONFLUENCE OF MINOR STREAMS - ALong Main Stream number: 1 in normal stream number 1 - • - - V Stream flow area = 1.300(Ac.). - Runoff from this stream 4.555(CFS) • V - - V Time of concentration = 11.99 mm. - S V Rainfall intensity = 4.122(In/Hr) V•V) V - V - V - -I- r El I Process from Point/Station 6.210 to Point/Station 6.210 INITIAL AREA EVALUATION User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 10.00(Ft.) Highest elevation = 324.80(Ft.) ON Lowest elevation = 324.60(Ft.) I Elevation difference = 0.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 0.90 mm. TC =M.8*(1.1C)*distance.5)/(% 510pe(1/3)) E TC = (1.8*(1.1.0.9000)*( 10.00.5)I( 2.00(1/3)1= 0.90 -Setting time of concentration to 5-minutes - Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (OKCIA) is t = 0.900 Subarea runoff = 0.652(CFS) Total initial stream area = 6.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station -. 6.210 to Point/Station 6.200 I - STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of Street segment elevation = 324.600(Ft.) j_ End ofstreet segment elevation- - 315.600(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.) I Distance from crown-to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) - - 0.020 - - I 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.) - - I- Gutter hike from flowline 1.5000.) - - - - Manning's N in gutter = 0.0130 Manning's-N from gutter to grade break = 0.0130 - Manning's N from grade break to crown 0.0150 - Estimated mean flow -rate at midpoint of street = 2.608(CFS) - Depthof flow = O.297(Ft.), Average velocity = 2.389(Ft/s) - - - Streetf low hydraulics at midpoint of,streez travel: - - - - - Hatfstreet flow width = 10.101(Ft.) - - Flow velocity = 2.39(Ft/s) - Travel time = 5.58 min. TC = 10.58 mm. - Adding area flow to street User specified 'C' value of 0.900 given for subarea - Rainfall- intensity = 4.468(In/Hr) for a 100.0 year storm - Runoff coefficient used for sub-area, Rational mèthod,QKCIA, C = 0.900 Subarea runoff = 2.413(CFS) for 0.600(Ac.) ' Total runoff = 3.065(CFS) Total area = 0.70(Ac.) Street flow at end of street = 3.065(CFS) - Half street flow at end of street 3.065(CFS) - - Depth of flow = O.311(Ft.), Average velocity = 2.481(Ft/s) Flow width (from curb towards crown)= 10.789(Ft.) - - - - I Process from Point/Station 6.210 to Point/Station 6.200 - CONFLUENCE OF MINOR STREAMS -****- - - - - - - - - - -- - - -. - H Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 3.065(CFS) Time of concentration = 10.58 mm. Rainfall intensity = 4.468(In/Hr) ++++++++++++++++++++++++++++++++*+++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.220 to Point/Station 6.220 ** INITIAL AREA EVALUATION - User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 10.00(Ft.) Highest elevation = 318..20(Ft.). Lowest elevation -= 318.00(Ft.) - Elevation difference = 0.20(Ft.) Time of concentration calculated by the urban 0 areas overland flow method (App X-C) = 0.90 mm. TC % = (1.8*(1.1_C)*distance.5)/( slope(1/3)] . fl IC = (1.8*(1.1 0.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes ' Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for, area (OKCIA) is C = 0.900 Subarea runoff = 0.652(CFS) Total initial Stream area- 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++0 Process from Point/Station 6.220 to Point/Station 6.200 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 318.000(Ft.) - End of street segment elevation = 315.600(Ft.) - - - Length of street segment = 250.000(Ft.) - Height of curb above gutter flowline = 6-.O(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break tocrown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 5.000(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 = 0.0130 - Manning's N from gutter to grade break = 0.0130 ' Manning's N from grade break to crown = 0.0150 - - - Estimated mean flow rate at midpoint of Street = ' 0.978(CFS) Depth of flow = 0.232(Ft.), Average velocity. = 1.803(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 6.865(Ft.) '. Flow veLocity = 1.80(Ft/s) 0 ,0 Travel time = -2.31 mm. TC = 7.31 mm. Adding area flow to street - User specified 'C' value of 0.900 given for subarea - 0 Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Ratiohat method,QKCIA, C = 0.900 0 - Subarea runoff = - 0.510(CFS) for 0.100(Ac.) - Total runoff = 1.162(CFS) Total area = 0.20(Ac.) Street flow at end of street = . 1.162(CFS) - Half street flow at end of street 1.162(CFS) 1. - Depth of flow = 0.243(Ft.), Average velocity = 1.872(Ft/s) - - - - I Flow width (from curb towards crown) 7.415(Ft.) II Process from Point/Station 6.220 to Point/Station 6.200 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1. in normal stream number 3 - - - - Stream flow area 0.200(Ac.) Runoff from this'stream . 1.162(CFS) am Time of concentration = 7.31 mm. Rainfall intensity = 5.671(In/Hr) Summary of stream data: -. Stream Flow rate. IC Rainfall Intensity No. (CFS). (mm) (In/Hr) I i 4.555 11.99 4.122 0 0 0 . 2 0 3.065 0 00 100 . 580 4.468 0 0 3 1.162 7.31 5.671 0 I Qmax(1) = 0 0 0 0 0 0 1.000* - 1.000 * 0 - 0 0.923 * 1.000 * 3.065) + 0.727* 1.000 * 1.162) + = 8.227 0 0 I Omax(2) 1.000* 0.883 * 4555) + 00 0 0 0 0 1.000 * 1.000 * 3.065) + I 0.788 * 1.000 * 1.162) + 8.000 0 0 0 Qmax(3) = 0 0 1.0000* 0.610 * 4.555) + 0 1.000 * 0.691 * 3.065) + 0 1.000 * . 1.162) + = 0 6.058 0 Total of 3 streams to confluence: 0 0 0 0 0 4, Ft ow rates before confluence point: 0 4.555 3.065 . 1.162 0 0 0 0 O Maximum flow rates- at confluence using above data: - 0 0 8.227 8.000 6.058 0 0 0 fl Area'of streams before confluence: 0 0 0 0 0 IL 1.300 0.700 0.200 0 Results of confluence: 0 I 0 Total flow rate 8.227(CFS)- Time of concentration = 11.989 mm. •0 •0 0 0 0 Effective stream area after confluence = 2.200(Ac.) 0 0 Process from Point/Station 6.200 to Point/Station 6.300 PIPEFLOW TRAVEL TIME (User specified size) 0 I) Upstream point/station elevation . 312.77(Ft.) - Downstream point/station elevation = 312.19(Ft.) 0 - 0 Pipe length = 70.00(Ft.) Manningss N = 0.013 I No. of pipes= 10 Required pipe flow' = 8.227(CFS) 0 - 0 Given pipe size= 18.00 (In.) - Calculated individual pipe flow = 8.227(CFS) - Normal flow depth in pipe = 12.87(In.) 00 Flow top width inside pipe = 16.25(In.) 00 0 0 0 0 0 Critical Depth = 13.33(In.) - Pipe flow velocity 6.08(Ft/s) 0 0 0 Travel time through pipe = 0.19 mm. 0 0 0 0 0 Time of concentration (TC) = 12.18 mm. Process from Point/Station 6.200 to Point/Station 6.300 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal ,stream number 1 Stream flow area = 2.200(Ac.) Runoff, from this stream 8.227(CFS) Time of concentration = 12.18 mm. RainfaLl' intensity = 4.080(In/Hr) Process from Point/Station 6.310 to Point/Station 6.310 - INITIAL AREA EVALUATION I User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 10.00(Ft.) Highest elevation = 324.80(Ft.) - Lowest elevation = 324.60(Ft.) Elevation difference`- Time of concentration calculated by the urban areas overland flow method (App X-C) = 0.90 mm. - TC = [1.8*(1.1.C)*distance.5)/(% slope-(1/3)1- TC = 11.8*(1.1_0.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes - Rainfall intensity (I)= 7.246 for a 100.0 year Storm - Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff 0.652(CFS) Total initial stream area =' 0.100(Ac.) I , Process from Point/Station - - 6.310 to Point/Station 6.300. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 324.600(Ft.) - , • End of Street segment elevation = 315.600(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 crossfatl grade break' = 30.500(Ft.) - Slope from gutter to grade break (v/hz) = 0.080 - '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 = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown ,= 0.0150 Estimated' mean flow rate at midpoint of' street = , 2.934(CFS) Depth of-flow = 0.307(Ft.), Average velocity = 2.456(Ft/S) Streetflow hydraulics at midpoint of Street travel: Halfstreet flow width 10.600( Ft.) 'Flowvelocity 2.46(Ft/s) Travel time = 5.43 mm. TC = 10.43 mm. Adding area flow to Street User specified 'C' value of 0.900 given for subarea ' II Ii Rainfall intensity = 4.510(In/Hr) for a 100.0 year storm @ Runoff coefficient used for sub-area, Rational method,KCIA, C = 0.900 Subarea runoff = 2.841(CFS) for 0.700(Ac.) j Total runoff = 3.493(CFS) Total area = 0.80(Ac.) Street flow at end of street = 3.493(CFS) Half street flow at end of street = 3.493(CFS) Depth of flow = 0.323(Ft.), Average velocity = 2.559(Ft/s) Flow width (from curb towards crown) 11.375(Ft.) I Process from Point/Station 6.310 to Point/Station 6.300 CONFLUENCE OF MINOR STREAMS (9 Along Main Stream number: 1 in normal stream number 2 - - Stream flow area = 0.800(Ac.) Runoff from this stream = 3.493(CFS) Rainfall, intensity = 4.510(In/Hr) Time of concentration = 10.43 mm. ' Process from Point/Station 6.320 to Point/Station 6.320 INITIAL AREA EVALUATION User specified 'C' value of 0.900' gLven for subar'ea - Initial subarea flow distance = 10.00(Ft.) V Highest elevation = 318.20(F3:.) V Lowest 'elevation = 318.00(Ft.) Elevation difference = 0.20(Ft.) ' Time of concentration calculated by the urban areas overland flow method (App X-C)- 0.90 mm. V V TC = (1.8*(1.1.C)*distance.5)/(% slope(1/3)) TC = (1.8*(1.1.O.9000)*( 10.00.5)/( 2.00(1/3)1= 0.90 Setting time of concentration to 5 minutes Rainfall intensity (I) 7.246 for a 100.0 year storm V V Effective runoff coefficient used for area (O=KCIA) is C 0.900 V Subarea runoff = 0.652(CFS) Total initial stream area = 0.100(Ac.) V V V V V V V fl V Process from Point/Station 6.320 to Point/Station 6.300 I **** STREET FLOW TRAVEL-TIME + SUBAREA FLOW ADDITION V TopVof Street segment elevation = 318.000(Ft.) End of Street segment elevation = 315.600(Ft.). I I Length of street segment = 250.000(Ft.) V ' V Height of curb above gutter flowLine 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) V V V I Distance from crown to crossfall grade break = 42.500(Ft.) V V •V V J V Slope from gutter to grade break (v/hz) = 0.080 V V V Slope from grade break to crown (v/hz) = 0.020 V V Street flow is on (1) side(s) of the Street V Distance from curb to property line = V 5.000(Ft.) V V V V Slope from curb to property line (v/hz) 0.020- Gutter width 1.500(Ft.) V V V V V V V Gutter hike from flowline = 1.500(In.) V V V Manning's N in gutter = 0.0130 V V V V V V V V V Manning's N from gutter to grade break = 0.0130 V VV V Manning's .N from grade break to crown = 0.0150 V VV V Estimated mean, flow, rate at midpoint of Street =V 1.304(CFS) V V V V V V I Depth off Low = 0.251(Ft.), Average velocity = 1.920(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.799(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 2.17 mm. TC = 7.17 mm. - Adding area flow to street User specified 'C' value of 0.900 given for subarea I . Rainfall intensity = . 5.742(In/Hr) for a 100.0 year storm Runoff coefficient used for-sub-area, Rational method,O=KCIA, C = 0.900 Subarea runoff = 1.034(CFS) for . 0.200(Ac.) Total runoff = 1.686(CFS) Total area = 0.30(Ac.) Street flow at end of street = 1.686(CFS) Half Street flow at end of street.= 1.686(CFS) Depth of flow 0.269(Ft.), Average velocity = 2.033(Ft/s) - i Ttow width (from curb towards crown)= 8.705(Ft.) . . I Process from Point/Station 6.320 to Point/Station .. 6.300 CONFLUENCE OF MINOR STREAMS V , Along Main Stream number: 1 in normal stream number ,3 I Stream flow area = .0.300(Ac.) Runoff from this stream = 1.686(CFS) ' Time of concentration - 7.17 mm. V Rainfall intensity = 5.742(In/Hr) Summary of stream data: V Stream Flow rate IC RainfaLL. Intensity V ' No. (CFS) ' , (mm) (In/Hr) I - . 1 . 8'.227 12.18 4.080 2 3.493 10.43 , 4.510 3. 1.686 7.17 , 5.742 ,Omax(1) 1.000 * 1.000 * 8.227) I - 0.905 * 1.000 * 3.493) + 0.711 * 1.000 * 1.686) + = 12.585 Qmax(2) 1.000 * -0.856 * 8.227) + 1.000 * 1.000 * 3•493) + , 0.785 * - 1.000 * 1.686) + = 11.861 r Omax(3) 1.000 * - 0.589 * 8.227) + ' V 1.000 * 0.688 * 3.493) 1.000 * 1.000 * 1.686) '+ = 8.931 Total of 3 streams to confluence: FLow, rates before confluence point: . 8.227 - 3.493 1.666 I Maximum flow rates at confluence using above data: - 12.585 11.861 8.931 - Area of streams before confluence: ' - 2.200 0.800 0.300 - Results of confluence: Total flow rate = 12.585(CFS.) .. -Time of concentration = 12.180 mm. Effective stream area after-confluence 3.300(Ac.) - ++++++++++++++++++++++++++++++++++++++++++++_++++++++++++++_+.++++++++++ j Process from Point/Station 6.300 to Poih/Station 6.400 **** IMPROVED CHANNEL TRAVEL TIME - Upstream point elevation = 312.19(Ft.) Downstream point elevation = 308.19(Ft.) - - Channel Length thru subarea = 400.00(FU) . Channel base width = 2.000(Ft.) • Slope or 'Z' of Left channel bank 4.000 . Slope or '2' of right channel bank 4.000 Manning's 'N' = 0.015 ,• • • Maximum depth of channel = 1.000(Ft.) . Ftow(q) thru subarea = 12.585(CFS) Depth.of flow = 0.576(Ft.), Average velocity = 5.080(Ft/s) - Channel flow top width = 6.606(-t.). . • . - a FLow' Velocity = 5.08(Ft/s) Travel time 1.31 mm. Time of concentration = 13.49 mm. -•. '• Critical depth = 0.695('Ft.) - • - - - End of computations total study area = 3.30 (Ac.) 1 -. - •. •- ...•.••.. ' I 4 .- -• .:- •;- .. '•-. H-' jH. -• MRZ am-l'- DATE: 6/30/1998 TIME: 8:19 . . . .. F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING .- PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE . ZL ZR INV Y(1) Y(2)' Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) - CODE. NO TYPE PIERS WIDTH DIAMETER WIDTH ,. DROP - CD ' - 1 3 0 0.00 3.00. 2.50 , .0.00 0.00 0.60 . .. ..I__. CD '2 4 2.00 .. .. CD " 3 3 0 0.00 4.00. 10.00 0.00 0.00 0.00 S -S CD 4 2 0 '., 0.00 0.50 5.00 0.00' . . . CD 5 4 . 1.50 Co .- 6 1 0 0.00 4.00 -30.00 5.00 5.00 0.00 . I •- - S ' CD 7 1 0. 0.00 4.00 10.00 1.00 1.00 0.00' S 8 4 .2.50 CD 9 1 0 0.00 -41.50 '10.00 1.00 '1.00 0.00 S S •' . - - S 'S S a F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE- ELEMENT CARD, LISTING I - ELEMENT NO 1 15 A' SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.00 313.50 1 315.50 ELEMENT NO 2 IS A WALL EXIT U/S DATA STATION INVERT SECT ' 100.00 313.50 2 ELEMENT NO 3 IS 'A REACH * * U/S DATA STATION INVERT SECT N . RADIUS ANdIE ANG PT MAN H 149.51 314.04 2 ,0013 0.00 ' 0.00 0.00 0 ELEMENT NO 4 IS A TRANSITION. U/S DATA STATION INVERT SECT N 150.51 314.09 3 • 0.014 • I .ELEMENT NO 5 IS A JUNCTION * * *' * • * • * • * U/S DATA STATION INVERT SECT 'LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4. PHI 3 PHI 4 152.51 314.19 3 4 0 0.014 5.0 0.0 324.24 0.00 90.00 0.00 ' ELEMENT NO 6 IS A TRANSITION * • *' * • V/S DATA STATION INVERT SECT N 153.51 314.24 5 0.013 • ELEMENT NO 7 IS A REACH * * * , • • U/S DATA STATION' INVERT SECT N' RADIUS ANGLE ANG PT MAN .H 219.51 -315.10 5 0.013 90.00 0.00 0.00 0 ELEMENT NO 8 IS A TRANSITION * * * • U/S DATA STATION INVERT SECT N 220.51 315.14 3 0.014 • • • • ELEMENT 'NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N , 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 • • • ' • , • 222.51 315.16 , , 3 • 4,,. 0 0.014 1.6 0.0 315.16 0.00 90.00 0.00 ' ELEMENT NO .10 IS A TRANSITION ' * * * ' • • • • • • • • U/S DATA STATION • INVERT •SECT • • N ' • 223.51 315.20 5 • • • 0.013' . • • • ELEMENT NO • 11 IS A REACH * * * ' • • ' U/S DATA STATION INVERT SECT N • RADIUS ANGLE ANG PT MAN H 261.51 316.00 5 0.013 ' 0.00 0.00 0.00 0 I I II II I I I I - I - I H 0I- I =• . . .. jr iL - uj F0515P PAGE 1 WATER SURFACE PROFILE LISTING PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY - JN# 75104 Sta.108+11.00 (Basin"A") . FIIE:PAR-108 & PAR-1080 - STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL., ELEV DEPTH DIA ID NO. -. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 100.00 313.50 2.000 315.500 12.6 2.52 0.099 315.599 0.00 0.924 3.00 2.50 0.00 0 0.00 WALL EXIT 0.00 100.00 313.50 2.000 315.500 12.6 4.01 0.250 315.750 0.00 1.277 2.00 0.00 0.00 0 0.00 0.00 0.01091 .003073 0.00 - 1.040 0.00 100.00 313.50 2.000 315.500 12.6 4.01 0.250 315.750 0.00 1.277 2.00 0.00 0.00 0 0.00 19.92 0.01091 - .002878 0.06 1.040 - 0.00- 119.92 313.72 1.814 315.531 12.6 4.21 0.275 315.806-1 0.00 1.277 2.00 0.00 0.00 0 0.00 9.94 0.01091 .002808 0.03 1.040 0.00 129.86 313.83 1.706 315.532 12.6 4.41 0.302 315.834 0.00 1.277 2.00 0.00 b.00 0- 0.00 7.34 0.01091 .003040 0.02 . 1.040 0.00 137.20 313.91 1.618 315.524 12.6 4.63 0.332 315.856 0.00 1.277 2.00 0.00 '1 0.00 0 0.00 5.92 0.01091 .003345 0.02 1.040 0.00 143.12 313.97 1.540 315.510 12.6 4.85 0.366 315.876 0.00 1:277 2.00. 0.00 0.00 0 0.00 4.65 0.01091 . - - .003712 0.02 1.040 - 0.00 - 147.77 314.02 1.470 315.491 12.6 5.09 0.402 315.893. 0.00 11.277 - 2.00 0.00 0.00 0 0.00 1.74 0.01091 - - .004013 0.01 - 1.040 0.00 149.51 314.04 1.440 315.480 12.6 5.20 0.420 315.900 0.00 1.277. 2.00 0.00 0.00 0 - 0.00 ow NFL TRANS SIR 0.05000 . . • .002400 •• 0.00 • 0;00 150.51 314 09 1.848 315.938f J2.6 0.68 0.007 315.945 0.00 0.367 4.00 10.00 0.00 0 0.00 JtJNCTSTR 0.05000 . .000020.. 9.00 0.00 - 152.51 314.19 1.757 15..2ftZ... 76 0.43 0.003 315.950 0.60 0.262 4.00 10.00 0 00 0 0.00 TRANS SIR 0'.05006 002394 0.00 - 0 00 V 5 7 . V V_V V. 4 S V V V V V V .4 • 5 V VVV • S V •V - 4 VV - ,- S • V V * p V - . V p V4 V V -. • V V • : * V - . , V 4: V_•• V• -. . - IT V. V V V • . V V . . V 45 - V - V - V V - - V . S • - - VV - 4 V 4. • *- V • V V V . - * V V - V V V * •V_, V - V. * - It V4 VV - ; - - ' F0515P PAGE 2 WATER SURFACE PROFILE LISTING PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY ' JN# 75104 Sta.108+11.00 (Basin"A") FILE:PAR-108 & PAR -1080 • STATION , INVERT DEPTH W.S. Q VEL VEL ' ENERGY SUPER CRITICAL MGI! BASE/ ZL NO AVBPR ELEV OF FLOW ELEV - HEAD GRD.EL. ELEV- DEPTH DIA ID NO. PIER L/ELEM SO • SF AVE HF NORM DEPTH ZR 153.51 314.24 1.481 315.721 - 7.6 4.31 0.289 316.010 0.00 1.068 '1.50 0.00 0.00 0 0.00 11.51 0.01303 - • .004684 0.05 - 0.870 • • 0.00 165.02 314.39 1.356 315.746 7.6 4.52 0.317 316.063 0.00 1.068 1.50 0.00 0.00 0 0.00 5.19 0.01303 .004757 0.02 • ' 0.870 0.00 170.21 314.46 1.276 315.734 7.6 4.74 0.349 316.083 0.00 1.068 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP - 0.00 170.21 314.46 0.870 315.328 7.6 7.15 0.794 316.122 0.00 1.068 1.50 0.00 0.00 0 0.00 26.82 0.01303 , : .012181 0.33 0.870 - 0.00 ' 197.03 314.81 0.902 315.709 7.6 6.84' 0.727 316.436 0.00 1.068 1.50 -- 000 0.00 0 0.00 • 13.1,6 0.01303' • .010824 0.14 • 0.870 • 0.00 210.19 314.98 0.939 315.918 7.6 6.52 0.661 316.579 '0.00 1.068 1.50 0.00 0.00 0 0.00 • • 5.84 001303 '- • . - .009598 .0.06 , 0.870 '0.00 • 216.03- 315.06 0.979 316.034 7.6 6.22 0.601 316.635 0.00 1.p68 1.50 ' 0.00 0.00 0 -0.00 2.80 0.01303 . • - .008529 0.02 -• 0.870 ', 0.00 • - , 218.83 315.09 1.021 316.112 7.6 5.93 0.546 316.658 0.00 "1.068 • • 1.50 0.00 0.00 0 0.00 • ' - • 068 0.01303 .007588 0.01 • 0.870 ' • -0.00 - - 219.51 315.10 - 1.068 316.168 7.6 , 5.65 0.495 316.663 0.00 1.068 1.50 - 0.00 0.00 0 0.00 • TRANS STR 0.04000 . .004152 0.00 000 220.51 315.14 1.573 316.713 7.6 0.48 0.004 316.717 0.00 0.262 4.00 10.00 d.00 o 0.00 - JUNCT SIR-. 0.01000 -.000013 0.00 - 0.00 - 222.51 315.16 1.555 316.715 6.0 0.39 0.002 316.717 0.00 0.224 4.00 10:00 0.00 0 0.00 TRANS SIR 0.04000 - - .001431 0.00 . 0.00 . 1 • - .. .. ._. . .,- ; V . -... fr_ -S : . . •. S - V • A - S S -, S V S S V - - S S S - S •. I • 1 p _ - S S - - F05 - PAGE 3 - - - - - WATER SURFACE PROFILE LISTING - PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY JN# 75104 Sta.108+11.00 (Basin"A") FILE:PAR-108 & PAR-108Q STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH. DIA ID NO. PIER hELEN SO SF AVE HF NORM DEPTH ZR 223.51 315.20 1.362 316.562 6.0 3.56 0.197 316.759 0.00 0.946 1.50 0.00 0.00 0 0.00 3.31 0.02105 .002953 0.01 0.650 ' 0.00 226.82 315.27 1.281 316.551 6.0 3.73 0.216 316.767 0.00 0.946 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 226.82 315.27 0.680 315.950 6.0 7.70 0.921' 316.871 0.00 0.946 1.50 0.0 0.00 0 0.00 6.80 0.02105 .017642 0.12 0.650 0.00 . 233.62 315.41. 0.694 316.107 6.0 7.49 0.871 316.978 0;00 0.946 1.50 0.00 0.00 '0 0.00 10.24 0.02105 .015950 0.16 0.650 . 10.00 243.86 315.63 0.721 316.349 6.0 7.14 0.792 '317.141 0.00 0.946 1.50 0.00 0.00 0 .0.00 6.41 0.02105 . .014062 0.09 0.650 0.00 250.27 315.76 0.748 316.511. 6.0 6.81 0.720 317.231 0.00 0.946 1.50 0.00 0.00 0 0.00 4.20 0.02105 . .012365 0.05 0.650 0.00 •. 254.47 315.85 0.777 316.629 6.0 6.49 0.655 317.284 0.00 0.946 1.50 0.00 0.00 0 0.00 2.91 0.02105 .. .010899 0.03 0.650 - 0.00 . 257.38 315.91 • 0.807 316.720 • 6.0 6.19 0.595 317.315 0.00 0.946 1.50 0.00 0.00 0 0.00' 2.01 0.02105 • .009610 0.02 0.650 • 0.00 259.30 • 315.95 0.838 316.793 '' 6.0 5.90 0.540 317.333 -0.00 0.946 . . 1.50 0.00 0.00 0 0.00 • 1.21 0.02105 008485 0.01 .0 .650 ,. 0.00 260.60 315.98 0.872 316.853 6.0 5.63 0 492 317.345 0 00 0 946 1.50 0 00 0 00 0 000 0.72 0.02105 007503 0.01 0 650 0.00 . * * 261.32 316.00 0.907 316.903 6.O 5.37 0.447 317.350 0.00 0.946 1.5 0.00 0.00 0 0.00 o.19 0 02105 006634 0.00 0.650 0.00 • - .5 . * a * Sr . S • 5 * • S. ••4- 55• p •- *5-' - • I S S -- -- 1 S -.5 •5 S. * S S5* • - S * * S - • .5,- 5_ 5' 5_ 'S S •, -- .5. 5 5- FO51SP PAGE 4 V V V V WATER SURFACE PROFILE LISTING V V. PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY JN# 75104 Sta.108+11.00 (Basin"A") FILE:PAR-108 & PAR-108Q V V V V STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR V ELEV OF FLOW ELEV V V HEAD GRD.EL., ELEV DEPTH DIA ID 'NO. PIER V V V L/ELEM SO V V V V SF AVE HF • V NORM DEPTH ZR V V V V - 261.51 316,00 0 946 316.946 6..0' 5.11 o.406 317,352, 0.00 0,946 1.50 0.00 Loo 0 000 • V 261.52 316.00 0.946 316.946 •- 6.0 5.11 0.406 317.352 0.00 0.946 VV • 1.50 0.00 0. DO, V O 0.00 V VV • V V low--. - PALOMAR AIRPORTRD. (EAST) HYDRULICS STUDY JN# 75104 Sta.108+11.00 (Basin"A't) . FILE:PAR-108 & PAR-1080 . . . 100.00 . IYYYYYYYYYYYYYYYCYYYYYYYYYYYYYYYYYYWYEYYYYYYYYYYYYYYYH . . t4X 102.34 .1 . C X E - - . R 104.68 .I C X E . . . R 107.02 109.36 . . 111.70. . S. • 114.05 . . . . 116.39 118.73 121.07 . I . C W HE S . R 123.41 125.75 128.09 - . • S S I . • S 130.43 . F C W • X S S - . R .132.77 . • -S . . - 135.11 . . S . 55 137.45 . I S C W EH S S • R 139.79 . • • . • 55 • : 142.14.. 144.48 . 1 C -W E H S .- • R - 146.82 . • S . . S 149.16 - . , E H . S . R S 151.50 . i c w E H . . . .TX 153.84 . I C . S • H . JX . S 156.18 . S -H . TX 158.52 . S F C X E / . R 160.86 . . . . 163.20 - .• S . • • . • 165.54 . . I . - C W H E • - S . - • R 167.89 . . S . S • . 170.23 C -W HE . . R - . S 172.57 . . . I - . W C H E . - • R - S 174.91 . . - - . S - S • . . . 177.25 . S 55 • . . . S 179.59 . S . . S '181.93 . . . . . 184.27 186.61 . S . . S • . 188.95 us-. .. - •:- u' - 193.63 . .195.98 198.32 . I W C H . R 200.66.. 203.00 205.34 207.68 210:02._ 212.36 - . I W C H E . • . R 214.70 . • . a, . . 217.04 . I . WC HE . 219.38 . . I . X HE . • . R . t 221.73 . . I - X - HE . . TX 224.07 . -. .•. i a c . x H . •JX 226.41 • I C . X H. TX 228.75 • . . I . C - W HE . . .. R - 231.09 . . . I C W X , .. R 233.43 • I W I C H E . •. •. R . 235.77 . '• . -I W C HE • • R a 238.11 .. 240.45 242.79 . . a •- . ,. - -. . 245.13 . -. I W C ' X 247.47. . . a 249.82 252.16 .a a . -I W C EH . R - a - 254.50 . ' I W C E H . • R 256.84 . . . 259:18 . a . . I W C . E H a • . R -. a • • 261.52 •'. • . . I - -W C E H I . . • - R - 313.50 -314.07 314.63 315•20 315.76 - 316.33 316.90 317.46 318.03 318.59 319.16- -a ., a • - • . - •aa, •' 4- , I - 4 NOTES a . . . .•4 • 1. GLOSSARY -; I INVERT ELEVATION a a • . a a C = CRITICAL DEPTH a • • . . .. a W = WATER SURFACE ELEVATaI0N . * . . ' - a a • a a a H ='-HEIGHT OF CHANNEL -. •. . 4 . .. a-. • . a • . E = ENERGY GRADE LINE • a -. . X CURVES CROSSING OVER • - . - S a ••. - • . . • a B = BRIDGE ENTRANCE OR EXIT a a. Y = WALL ENTRANCE OR EXIT - ' a - • a . a 2a STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY " • • a - - . - a * a a - • a- 100.00 .IYYYYYYYYYYYYYYYCYYYYYYYYYYYYYYYYYYWYEYYYYYYYYYYYYYYYH .. WX 102.34 .1 C X E . R 104.68 .1 . C X E . R 107.02 109.36 . S 111.70 . -S • 114.05 116.39 . • • 118.73 121.07 c W HE . - S . R 123.41 . I 125.75 128.09 . . . 130.43 . I • C W X . S • . R .132.77 . . . . . 135.11 • . S S S 137.45 . I C • W • EH • S • . R 139.79 142.14 . . S • . .. S 144.48 . I C W E H -• S . R • 146.82 149.16 . I C W E H . S 151.50 . I C W E H . -IX 153.84 . I C X H • . ix. 156.18 . • I C • X H • . TX . S 158.52 . I - • C X E • S . R 160.86 -163.20 165.54 . I C W H E .- R 167.89 . S • S 170.23 . • S I C W HE - • •• I . R 172.57 . I W C H E . : . S • • . R • 174.91 . I • -. 177.25 179.59 181.93 184.27 . - S - - S - I S •• 186.61 . S • S • S 188.95 • . S - - S 191.29 . S - • - S .• S - • • • S • • • 55• 5555 - - . 4 It1 I I I' 44 195.98 . . 198;32 . I W C H E , '. R 200.66 203.00 205.34 .' S 207.68 210.02 . . 212.36 . I W C H E ' . R 214.70 . 217.04 . I WC HE - .. R 219.38 . I 'X HE . R 221.73 . I X HE . TX 224.07 . I C I x -- H . JX 226.41 . - I C X H. TX 228.75 . I C WHE , . R 231.09 . I -C W X . R 233.43 . I W C H E . R 235.77 . I W C HE . R 238.11 .. 240.45 . . 242.79 245.13 . I W C X . R 247.47 249.82 . 252.16 . I W C EH . R 254.50 . I W C E H . R 256.84 . . . .. '.- 259.18 •. . . . I W C E H . R 261.52 . . I W C E H R 313.50 314.07 314.63 315.20 315.76 316.33 316.90 317.46 .318.03 318.59 319.16 • . S 'NOTES 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH' S W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE' LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT ' . ' S • -• Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY : S Dc, L - _; - ____) - DATE: 6/25/1998 o S TIME: 10:31 5 F0515P S. • WATEI SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE • ZL ZR INV Y(1) Y(2) Y(3) Y(4) -v(5) Y(6) '((7) '((8) 1(9) '((10) —CODE- NO TYPE PIERS WIDTH DIAMETER WIDTH DROP • • . - 0 CD 1 2 0 0.00 2.50 .3.00 0.00 - 0 CD .2 4 1 - 2.00 CD. 3 3 0 0.00 10.00 6.00 .0.00 0.00 0.00 . 5 5 - • CD 4 4. - - • 1.50 5 . . • F 0 5 1 5 P -: PAGE No 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING I ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S EIEV 100.00 376.70 1 378.70 ELEMENT NO 2 IS A WALL EXIT * U/S DATA STATION INVERT SECT 100.00 376.70 2 ELEMENT NO 3 IS A REACH * * * • U/S DATA STATION INVERT SECT N . . 0 RADIUS ANGLE ANG PT MAN H 152.00 378.10 2 0.013 0.00 0.00 0.00 10 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N . 153.00 378.20 3 0.014 ELEMENT NO 5 IS A JUNCTION • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 155.00 378.50 3 4, 0 0.014 4.1 0.0 378.50 0.00 90.00 0.00 ELEMENT NO 6 IS A TRANSITION • U/S DATA STATION -INVERT SECT I N 0 156.00 378.60 4 • 0.013 ELEMENT NO 7 IS A REACH * * * • • S • U/S DATA STATION INVERT SECT N • RADIUS ANGLE • ANG O PT MAN H .170.30 379.50 4. 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A TRANSITION U/S DATA STATION INVERT SECT. N 171.30 379.60 3 .• 0.014 . . . . ELEMENT NO. 9 IS A JUNCTION U/S DATA STATION INVERT SECT 1AT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 173.30 379.70 3 4 0 0.014 9.4 0.0 379.60 . 0.00 90.00 • 0.00 • ELEMENT NO 10 IS A TRANSITION * * * . . .. 0 • . . . . U/S DATA STATION INVERT. SECT . N. ., 174.30 379.80 4 . 0.013 • . ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS • ANGLE ANG PT MAN H 207.80 383.80 4 0.013 0.00 0.00 0.00 . 0 S j U F0515P PAGE 1 WATER SURFACE PROFILE LISTING - . . . •• PALOMAR AIRPORT RD.-,EAST HYDRULICS STUDY JN # 75104 Sta. 123+00.00 . FILE: PAR-123 & PAR-1230 . . • STATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL" HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH,,DIA ID NO. PIER L/ELEM SO • • • SF AVE HF NORM DEPTH ZR 100.00 376.70 2.000 378.700 .16.6 2.77 0.119 378;819 0.00 0.94 2.50 3.00 0.00 0 - 0.00 HYDRAULIC JUMP -- • :. . • . 0.00 100.00 376.70 1.003 377.703 16.6 10.53 1.721 379.424 0.00 1.469 2.00 0.00 0.00 0 0.00 - 8.30 0.02692 . .020742 0.17 • 0.940 0.00 108.30 376.92 1.019 377.943. 16.6 10.32 1.653 379.596 0.00 1.469 2.00 0.00 0.00 0 0.00 14.01 0.02692 . -. .018985. 0.27 . 0.940 10.00 122.31 377.30 1.058 378.359 16.6 9.83 1.502 379.861 0.00 1.469 • 2.00 0.00 0.00 0 0.00 9.37 0.02692 • .016736 0.16 • 0.940 • 0.00 • - • - 131.68 377.55 - 1.099 378.652 16.6 • 9.38 1.366 380.018 0.00 1.469 2.00 0.00 0.00 .0 0.00 • - - 6.60 0.02692 • • • • .014772 0.10 0.940 0.00 . -• 138;28 377.73 1.143 378.874 16.6- 8.94 1.241 380.115 0.00 1.469 • 2.00 0.00 0.00 •0 0.00 4.82 0.02692 • .013056 0.06 • 0.940 • 0.O0 - • • • • 143.10 377.86 1.189 379.049 16.6 8.53 1.129 380.178 • 0.00 • 1.469 2.00 0.00 0.00 0 0.00 - . • 3.48 0.02692 • - - .011553 0.04 • • 0.940 - • - •• 0.00 • • - 146.58 37795 1.238 379.192 16.6 813 1.026 380.218: 0.00 1.469 2.00 0.00 0.00 .0 0.00 2.53 0.02692 .01.0237 0.03 - • 0.940 . 0.00 • 149.11 378.02. 1.289 379.311 .16.6 7.75 0.933 380.244 0.00 1.469 - • 2.00 0.00 0.00 0 0.00 - -MO-OM - .009 OM -am-911M m to m m M,- 150.78 378.07 1.344 379.411 16.6 7.39 0.847 380.258 0.00 1.469 2.00 0.00 0.00 0 0.00 0.91 0.02692 .008086 0.01 0.940 0.00 151.69 378.09 1.404 379.496. 16.6 7.05 0.771 380.267 0.00 1.469 2.00 0.00 0.00 0 0.00 0.31 0.02692 .007213 0.00 0.940 0.00 AGE - - _,-i,.....515RM, j - WATER SURFACE PROFILE LISTING PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY JN # 75104 Sta. 123+00.00 FILE: PAR-123 &' PAR-123Q '. STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR -152.00 .378.10 1.469 .379.569 16.6 6.71 0.700 380.269 0.00 1:469 2.00 0.00 0.00 0. 0.00 TRANS STR 0.10000 . - .004119 0.00- 0.00 153.00 378.20 2.075 380.275 166 2.00 0.062 380.337 0.00 0.812 10.00 4.00 0.00 0 0.00 JUNCT SIR 0.15000 .000312 0.00 . . 0.00 155.00 378.50 1.822 380.322 - .12.5. 1.71 0.046 380.368 0.00 0.672 10.00 4.00 0.00 0 0.00 TRANS STR 0.10000 . 0.00 156.00 378.60 0.921 379.521 12.5 10.98- - 1.873 381;394 0.00 1.334 1.50 0.00 0.00 0 0.00 3.51 0.06294 . ..02'7727, 0.10 - 0.730 0.00 159.51 . 378.82 0.956 379.777 12.5 10.51 1.716 381.493 0.00 1.334 - 1.50 0.00 0.00 0 0.00 -3.03 0.06294 .024716 0.07.. 0.730 I 0.00 162.54 379.01 .0.996 380.008- 12.5 10.02- 1.560 381.568 0.00 1.331 1 1 .00 o.00 0- - 0.00 2.39 0.06294 .021978 0.05 - 0.730 0.00 164.93 379.16 1.040 380.202 12.5 9.56 1.418 381.620 0.00 1.334 1.50 0.00 0.00 0 0.00 1.92 0.06294 -, .019595 0.04 . 0.730 - 0.00 166.85 379.28 1.086 380.369 12.5 9.12 1.291 381.660 0.00 1.334: 1.50 0.00 0.00 0 0.00 1.46 0.06294 - - .017527 0.03 • . . - 0.730 0.00 - - - 168.31 379.37 1:137 380.512 12.5 8.69 1.173- 381.685 0.00 1.334 -. - 1.50 0.00 0.00 • 0 1 0.00 t •1 1 I will - mlqw!~ 1.05 0.06294 .015766 0.02 0.730 0.00 169.36 379.44 1.194 380.635 12.5 8.28 1.066 381.701 0.00 1.334 1.50 0.00 0.00 0 0.00 0.70 0.06294 - .014284 0.01 0.730 0.00 - - 170.06 379.49 :1257 38D742 12.5, 7.90 0.960.381.711 0.00 1.334, 1.50 0.00 0.00 0 0.00 0.24 0.06294 .013105 . . 0.00 0.730 0.00 - - - -. -M M15P M M M M - - PAGE 3 - . WATER SURFACE PROFILE LISTING - PALOMAR AIRPORT RD.- EAST.HYDRULICS STUDY JN # 75104 Sta. 123+00.00 FILE: PAR-123 & PAR-123Q STATION INVERT DEPTH W.S. 0 VEL . VEL ENERGY SUPER CRITICAL HGT/ BASE! ZI NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID-NO. PIER. L/ELEM SO SF AVE HF -NORM DEPTH ZR 170.30 379.50 1.334 380.834 12.5 7.53 0.880 381.714 0.00 1.334 1.50 0.00 .0.00 0 0.00 TRANS STR 0.10000 . .007393 0.01 171.30 379.60 2.175 381.775 . 12.5 1.44 0.032 381.807 LOO 0.672 10.00 4.00 0._DO 0 0.00 JUNCT SIR 0.05000 . . . - .000092 0.00 . . - 0.00 .. • 173.30 379.70 2.135 381.835 3.1 0.36 0.002 381.837 0.00 0.265 .. 10.00 4.00 0.00 0 0.00 TRANS SIR 0.10000 - . - . .000441 • 0.00 . 0.00 . 174.30 379.80 1.999 381.799 3.1 1.75 0.048 381.847 0.00 0.670 1.50 0.00 0.00 .0 0.00 4.21 0.11940 • .000862 0.00 0.300 0.00 • 178.51 380.30 1.500 .,381.803" 3.1 1.75 0:048 381.851 0.00 0.670 : 1.50 0.00 0.00 0 0.00 1.13 0.11940 - . .000806 0.00 0.300 0.00 179.64 380.44. 1.360 381.798 - 3.1 1.84 0.053 381.851 0.00 - 0.670 1.50 0.00 0.00 .0 0.00. 0.48 0.11940 • .000788 . 0.00 0.300 0.00 - 180.12 380.50 1.280 381.775 .3.1 1.93 0.058 381.833 - 0.00 0.670 - . - 1.50 0.00 0.00 0. 0.00 HYDRAULIC JUMP . . . ; . - . 0.00 180.12 . 380.50 . 0.304 - 380.799 3.1. 12.11 . 2.277 383.076 0.00 0.670 1.50 0.00 0.00 0 0.00 2.65 0.11940 - .101641 0.27 - • 0.300 0.00 182.77 380.81 - 0.312 381.123 . 3.1 11.61 - 2.093 383.216 0.00 0.670 1.50 0.00 0.00 0 0.00 - 7 171 /74 ,a '••'• 6.01 0.11940 . .089652 0.54 0.300 0.00 . 188 78 381.53 0323 381.8 53 3.1 11.07 1.903 30'75& 0.00 0.670 1.50 0.,00 -0.00" 0 '0.00. 3 95 0 11940 078395 0.31 0.300 0.00 192.73 382. 010 ' 0.334 382.334 3.1 10.54 1.726 384.060 0.00 0.670 - 1.50 0.00 000 0 0.00 ¼ 2.i7. 0.11940 '. 068501 0.20 , 0 300 0.00 - I — -. - - . C - -a. . 14. - - a a - a '4 .—- a • a. 4. a 4 - • UIi M ' F05•15P PAGE 4' WATER SURFACE PROFILE LISTING -. PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY JN # 75104 Sta. 123+00.00 . FILE: PAR-123 & PAR-1230 - STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV, HEAD GRD.EL. ELEV DEPTH DIA ID NO. I PIER L/ELEM SO SF AVE HF NORM DEPTH ZR . . 195.60 382.34 0.345 382.688 3.1 10.06 1.573 384.261 0.00 -0.670 : 1.50 0.00 0.00 0 0.00 2.20 0.11960 • .059872 0.13 0.300 0.00 197:80 382.61 0.357 382.962 3.1 9.60 1.430 384.392 0.00 0.670 1.50 0.00 000 • 0 0.00 1.74 0'.11940 • .052399 0.09 - • 0.300 0.00 19954 382.81 .0.370 383.184 3.1 9.14 1.298 384.482 0.0'0 0.670 1.50 0.00 0.0 0 0.00 1.44 0.11940 - .045830 0.07 0.300 0.00 200.98 382.99 0.382 383.368 3.1 • 8. 71 1.177 384.545 0.00 0.670 1.50 0.00 0.00 0 • 0.00 1.19 0.11940 .040051 0.05 0.300 • 0.00 202.17 383.13 0.395 383.522 3.1 8.31 1.073. 384.595 0.00 0.670, • 1.50 0.00 0.00 0 0.00 0.99 0.11940 . • .035041 0.03 - 0.300 • : 0.00 203.16 383.25 0.609 383.655 3.1 7.93 0.976 384.631 0.00 0.670 1.50 0.00 0.00 0 0.00 • 0.84 0.11940 . • . .030665 0.03 • 0.300 0.00 • • • 204.00 383.35 0.423 383.769 3.1 -7.56 0.888 34.657 0.00 0.670 • • 1.50 0.00 0.00 0 0.00 • 0.71 0.11940 . .026838 • 0.02 0.300 • 0.00 204.71 383.43 0.438 383.869 3.1 7.21 0.807 384.676 0.00 0.670 • 1.50 0.00 0.00 0 0.00 0.60 0.11940 • • • •• .023492 0.01 0.300 • 0.00 - 205.31 383.50 0.453 383.956 3.1 .6.87 0.734 384.690 0.00 0.670 1.50 0.00 0.00 •0 0.00 020M 0 M - -30C - - I", - 205.83 383.56 0.469 384.033 3.1 6.55 0.667 384.700 0.00 0.670 1.50 0.00 0.00 0 0.00 - 0.43 0.11940 . .018016 0.01 0.300 0.00 206.26 383.62 0.486 384.102 3.1 6.25 0.607 384.709 0.00 0.670 1.50 0.00 0.00 0 0.00 0.36 0.11940 .015786 0.01 0.300 0.00 IFO - - - F0515P. PAGE 5 WATER SURFACE PROFILE LISTING PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY S JN # 75104 Sta. 123+00.00 •. FILE: PAR-123 & PAR-1230 STATION INVERT DEPTH W.S. Q VEL . VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO •AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. 'ELEV DEPTH - DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 206.62 383.66 0.503 384.162 3.1 5.95 0.550 384.712 0.00 0.670 1.50 0.00 0.00 0 0.00 0.31 0.11940 .013831 0.00 0.300 0.00 206.93 383.70 0.521 384.217 3.1 5.68 0.501, 384.718 0.00 0.670 1.50 0.00 0.00 0 0.00 0.25 0.11940 - .012119 0.00 ' 0.300 - 0.00 207.18 383.73 0.539 384.265 3.1 5.41 0.454 384.719 0.00 0.670 : 1.50 0.00 OOO 0 0.00 0.20 0.11940 5 .010625 0.00 - 0.300 5 •000. 207.38 383.75 0.559 384.309 3.1 5.16 0.413 384.722 0.00 .0.6710 5 1.50 0.00 0.00 0 0.00 0.16 0.11940 5 .009322 0.00 0.300 0.00 : 207.54 383.77 0.579 384.348 3.1 4.92 0.376 384.724 0.00 0.670 1.50 0.00 0.00 0 0.00 0.12 0.11940 . .008178 6.00 0.300 0.00 207.66 383.78 0600 384.383 3.1 4.69 0.342 384.725 0.00 0.670 . 1.50. 0.00 0.00 0 0.00 0.08 0.11940 .007178 0.00 • 0.300 b.00 207.74 383.79 0.622 384.415 • 3.1 4.47 0.311 384.726 0.00 0.670 1.50 0.00 0.00 0 .0.00 •. 0.04 011940 - - - . • .006304 • 0.00 0.300 0.00 • 207.78 38380 6.645 384.443 3.1 4.26 0.282 384.725 0.00 • 0.670 - 1.50 0.00 0.00 0 0.00 0.02 0.11940 .005525 0.00 0.300 - 0.00 • - - - 207.80 383.80 0.670 384.470 3.1 4.06 0.256 384.726 0.00 0.670 1.50 0.00 0.00 0 0.00 ..,. "In .. 99.0 MR ... man - u lUWh . ..- PALOMAR AIRPORT RD:.- EAST HYDRUUCS STUDY . • JN # 75104 Sta. 123+00.00. . FILE: PAR 123 & PAR-1230 - a 100.00 !YYYYYYCYYYYYYYWEYYH WX 101.03 .1 W •C H E •. . . R 102.05 103.08. . 104.11 .- •• . - P • 105.13. - - '•• 0 106.16 . - .• . • 107.19 . • . - . - 108.21 109.24 . I W C H E R 110.27 . • .- - 0 - - - • .111.29 - . . -. •0 . • - - 0 • 112-.32 . - - •• 0 • - - 0 0 • Y 113.35 - . - 0 - - •, 0 . - . • 114.37 - 115.40 116.43 - 0 - . - 0 • - 117.45 0, - • . - •0 118.48 119.51 . • • • . - . - 120.53 121.56 . • - - 0 - I - . - 122.59 . I W C H E • - - . ,. . . R • • 123.61 . - • - 124.64 -• - • - - 125.67 . 126.69 - -, • . 127.72 . , - •0 • - . 128.75 - . .. - • - . .• * 129.77 - , 0 0 - - .130.80 :. - - 0 • - . . 0 • - - - . - 131.83 . ' I W C H E • - . • - - . -- : •. R • 132.85 T133.88 . . . 134.91 .. •.- - - - . 135.93 . - . . . •- . - - . . 136.96. . - -• - •• 0 - 137.99 . - - . - • - 139.01 . I W . C H E - 0 • . R - - - 140.04 . • - • 0 • - . - -- NWI — ; - - - an - and __J - - J 141.07 . 142.09 143.12 .. I WC HE . R 144 15 145.17 146.20 14723 I WC H E R 148.25 14928 I WC HE R 150.31 . 151.33 . I WC H E . R 15236 I WC HE R 15339 1 X HE TX 15441 1 C X H JX 15544 I C WE H TX 15647 1 WCH E R 157 49 158.52 . 15955 I W CH E R 160.57 16160 16263 1 WCH E R 16365 164.68 165.7.1 . 1. •W CH E .R 166.73 167.76 . I W CH E . R 168.79 . I WC H E . 169.81 . I WCH E . R : 170.84 . I X H E - '. 17187 I XH E TX 172.89 . I •C X - H . JX 17392 IC X H TX 174.95 . I C ' H .X - . R 175.97 177.00 . 178.03, . 17905 1 C X R 180.08. I C XH 18111 1 C XH R 18213 IW H E R 18316 IWC H E R 184.19 185.21 .- 18624 I 18727 188.29 owu. — ØL 1IM6.- i DATE: 6/30/1998 . TIME: •8:34 • F0515P - • WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING - PAGE 1 -: • CARD SECT CNN NO OF AVE PIER HEIGHT 1, BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4 '((5) '((6) Y(7) Y(8) Y(9) '((10) CODE-- NO TYPE PIERS WIDTH DIAMETER WIDTH . DROP . - , - I , -. - . - CD 1 4 3.00. CD 2 3 O 0.00 12OO 4.00 0.00 0.00 0.00 -' - •• CD 3 4 . 2.50 CD 4 4. • - 2.00 CD 5 4- -. .150 • - . - -, • -- - r - . • . •-• - • - • • • / I ¼ 4 •, . -• - - • • - .- - - • II - . -- - . . • - '• . •- - I - - - . 4 • • t - . . - -• _I, N0 - - - - WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 100.00 425.05 1 427.55 ELEMENT NO 2 IS A WALL EXIT * I U/S DATA STATION INVERT SECT . 100.00 425.05 1 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N. RADIUS ANGLE ANG PT MAN H 129.50 425.18 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A TRANSITION U/S DATA STATION INVERT SECT N . 130.50 425.20 2 0.014 ELEMENT NO '5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 132.50 425.22 2 4 0 0.014 4.8 . 0.0 425.22 0.00 90.00 0.00 ELEMENT NO 6 IS A TRANSITION U/S DATA STATION INVERT SECT N . 133.50 425.24 3 0.013 ELEMENT NO 7 IS A REACH * * * I U/S DATA STATION INVERT SECT N i RADIUS ANGLE ANG PT MAN H 252.40 425.81 . 3 0.013 0.00 0.00 0.00 0 ELEMENT, NO 8 IS A TRANSITION U/S DATA STATION INVERT SECT N 253.40 425.83 2 . 0.014 - ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT.-3 INVERT-4 PHI 3 PHI 4 . 255.40 425.85 2 0 0 0.014 0.0 0.0 0.00 0.00 0.00 0.00 ELEMENT NO 10 IS A TRANSITION U/S DATA STATION INVERT SECT N , 256.40 425.87 3 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 43960 42680 3 0.013 0.00 0 o0 0.00 0 - - - - - - - - - • - - L - - - - - I . Li • t F0515P - a PAGE NO,3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 13 IS A-JUNCTION U/S DATA STATION INVERT SECT IAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4' PHI 3 PHI 4 442.60 427;20 2 4 5 0.014 2.3 10.7 427.80 427.30 90.00 90.00. , ELEMENT NO 14 AS A TRANSITION U/S DATA STATION INVERT SECT - N 443.60 427.30 4 0.013 . . . • ELEMENT NO 15 IS A REACH MIS DATA STATION INVERT SECT .. N - RADIUS ANGLE ANG PT MAN H 636.70 428.30 4 0.013 - 0.00 0100 0.00 .0 . . . . ELEMENT NO 16 ISA TRANSITION * * * - U/S DATA STATION INVERT SECT -- N -- . • . - 637.70 428.40 .2 0.014 ELEMENT NO 17 IS A JUNCTION * * * * * * • - - U/S DATA STATION INVERT SECT-LAT-1 LAT-2 ,N 03 Q@ INVERT-3 INVERT-4 PHI -3 PHI 4 • 0 639.70 428.50 - 2 0 0 0.014 ..0.0 0.0 0.00 0.00 .0.00 0.00 - 0 ELEMENT NO -18 IS A TRANSITION -- U/S DATA STATION- INVERT SECT N - 640.70 428.60-. 4 - 0.013 - • -. ELEMENT NO 19 IS A REACH 0* - * * • - . U/S DATA STATION INVERT SECT - • N - RADIUS ANGLE ANG PT MAN H • • 940.40 432.60 4 -- . 0.014 - 0.00 0.00 0.00 - 0 • • -. ELEMENT NO 20IS AOTRANSITION . * * * ., - 0• - - - U/S DATA STATION- FNVERT - SECT N - - - a • 0 - . 941.40 432.75 - 2 0.014 - 4 - - ELEMENT NO 21 IS A JUNCTION - - . U/S DATA STATION - INVERT SECT IAT-1 IAT-2 N Q3 - 04 INVERT-3 INVERT-4 PHI 3 PHI 4 - - - - 94340. 432.95 2 5 0 - 0.014 - 1.0 - 0.0 433.10 - 0.00 90.00 0.00 ELEMENTNO 22 IS A TRANSITION - * * • - - - - - U/S DATA STATION INVERT SECT • N 0 - -- - I • - - 944.40 433.10 1 5 - - 0013 - - 0 a - • 0 • -- - - - J _ • : - F 0 5 1 5 P PAGE No 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 23 Is A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 956.40 433.50 5 0.013 0.00 0.00 0.00 0 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 963.33 433.70 5 0.013 0.00 0.00 0.00 0 ELEMENT NO 25 15 A SYSTEM HEADWORKS U/S DATA STATION- INVERT SECT W S ELEV - 963.33 433.70 5 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION INHDWKDS, WS.ELEV INV + DC 1•1•IU• - - - - .' a - - - - . - - - - - J _ F0515P PAGE 1 WATER SURFACE PROFILE LISTING PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY - JN P 75104 Sta. 149+25.00 ---- 156+07.20 FILE: PAR-156 & PAR-156Q - STATION INVERT DEPTH W.S. a VEL VEL ENERGY SUPER CRITICAL HGTI BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 1/ELEM SO SF AVE HF NORM DEPTH ZR 100.00 425.05 2.500 627.550 30.0 4.77 0.353 427.903 0.00 1.775 3.00 0.00 0.00 0 0.00 WALL EXIT 0 00 100.00 425.05 2.500 427.550 . 30.0 4.77 0.353 427.903 0.00 1.775 3.00 0.00 0.00 0 0.00 - 29.50 0.00441 • - .002038 0.06 • 1.810 0.00 - 129.50 425.18 2.404 427.584 30.0 • 4.94 0.379 427.963 0.00 1.775 3.OD 0.00 3.00 0 0.00 TRANS STR 0.02000 . .001517 0.00 . - - 0.00 130.50 425.20 2.668 427.868 30.0 2.81 0.123 427.991 0.00 -1.205 12.00 4.00 0.00 0 0.00 JUNCT STR 0.01000 - • .000490 0.00 0.00 • 132.50 425.22 2.724 427.94.4 25.2 2.31 0.083 428.027 0.00 1.072 12.00 4.00 0.00 0 0.00 TRANS STR 002000 . • .001848 O.?O 0.00 133.50 425.24 2.441 427.681 25.2 5.16 0.414 428.095 0.00 1.711 - 2.50 0.00 0.00 0 0.00 104.13 0.00479 .003340 0.35 1.831 0.00 - 23763 : 425.74 2.248 427.987 25.2 5.42 0.456 428.443 0.00 1.711 - 2.50. 0.00 0.00 0 0.00 - 14.77 000479 - .003345 0.05 - 1.831 0.00 252.40 - 425.81 2.217 - 428.027 25.2 5.47 0.465 428.492 • 0.0.0 - 1.711 2.50 0.00 - 0.00 -0 0.00 TRANS STR 0.02000 - .002172 - 0.00 I 0.00 ,- - - 253.40 425.83 2.613 428.443 25.2 2.41 0.090 428.533 0.00 1.072 12.00 4.00 0.00 0 0.00 - - -. - - -., .- -..,- -.- .: - ,-.. . S . - S '5_ 5 5 . JUNCT SIR 0 01000 I 000441 -0.00, 0 00 S • •- . • 255.40 425.85 2.592 428.442 . 25.2 •• 2.43, 0.092 428.534 0.00. 1.072 12.00 - 4.000.00 0 0.00 • TRANS SIR 0.02000 ., 001832 0.00 0.,00 256.40 425.87 2.293, 428.163 25.2 S . 5.34 0.444 428.607 0.00 1.711 2.50 - .• 0.O00.00 'S 0 0.00 • . J57.09 0.'00508 003385 0,19 1.790 0.00' 'S -5 I...' . - . - -•. 5_e 5 • • . .. St ;ss • . -: - . • . S S • -5 5 •• . S •5 ' • S • S .5. .S.- ' .5 .... . S ., .•• --.5 555.5S t.5 ,-. .... -. - S - ' - .5. - - . . . S . S. •. . s . : -:- • . . • - • .. --• . -s - n. ' . • .• '•• -. 5 i:' - a - _•. _'"___ - a, - - - - - - - - - ELL L .r J zLj - F0515P PAGE 2 ' WATER SURFACE PROFILE LISTING - PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY - JN # 75104 Sta. 149+25.00 ---- 156+07.20 ' FILE: PAR-156 & PAR-1560 STATION INVERT DEPTH W.S. Q - VEL VEL ENERGY' SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV '• HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO - SF AVE HF NORM DEPTH - ZR 313.49 426.16 2.152 428.312 25.2 5.60 0.488 428.800 0.00 1.711 2.50 0.00 0.00 0 0.00' 45.65 0.00508 .003648 0.17 1.790 0.00 359.14 426.39 2.038 428.430 •25.2 5.88. 0.537 428.967 0.00 1.711 2.50 0.00 0.00 - 0 0.00 42.35 0.00508 - .004006 0.17 1.790 0.00 401.49 426.61 1.939 428.545 25.2 6.17 0.590 429.135 0.00 1.711 2.50 0.00 0.00 0 0.00 38.11 0.00508 • - .004400 0.17 1.790 0.00 439.60 426.80 1.865 428.665 25.2 6.42 0.639 429.304 0.00 1.711 2.50 0.00 0.00 0 0.00 TRANS SIR 0.20000 .002993 0.00 440.60 427.00 2.236 429.236 25.2 -2.82 0.123, 429.359 0.00 1.072 - 12.00 ' 4.00 0.00 0 0.00 JUNCT STR 0.10000 11.000405 0.00 0.00 442.60 427.20 2.226 429-426 1.37 0.029 429.455 0.00 0.661 - 12.00 4.00 0.00 0 0.00 -, - TRANS STR 0.10000 - .001372 0.00 -. -. 0.00 • - 443.60 427.30 1.962 429.262 12.2 3.90 0.236 429.498 0.00 -1.255 - 2.00, 0.60 0.00 0 0.00 52.11 0.00518 , .02583 0.13 1.290 0.00 495.71 427.57 1.803 429.373 12.2 4.09 0.260 429.633 0.00 1.255 - 200 0.00 0.00 0 0.00 -31.24 0.00518 • , - .002650 - 0.08 • 1.290 - 0.00 526.95 427.73 - 1.698 429.430 12.2 4.29 0.286 - 429.716 0.00 1.255 2.00 0.00 0.00 0 0.00 - - - - • F0515P PAGE 3 - WATER SURFACE PROFILE LISTING PALOMAR AIRPORT' RD.- 'EAST HYDRULICS STUDY JN # 75104 Sta. 149+25.00 ---- 1,56+07.20 ' , FILE: PAR-156 & PAR-1560 . STATION INVERT DEPTH W.S ' 'Q ' , VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ' ELEV OF FLOW ELEV . HEAD GRD.EL. ELEV DEPTH ' DIA 'ID NO. . PIER , L/ELEM . SO . SF' AVE HF ' NORM DEPTH ' , ZR 596.02 428.09 '1.464 429.553 12.2 4.95 0.380 429.933 0.00 1.255 2.00 0.00 0.00 0 0.00 20.68 0.00518 ' - '. ' ' .003925 0.08 , . 1.290 0.00 616.70 428.20 1.400 429.596 12.2 5.19. 0.419 430.015, 0.00 1.255 2.00 0.00 0.00 0 0.00 20.00 0.00518 '' . , . .004379. 0.09 - ' 1.290 0.00 636.70 - 428.30 1.346 429.646 12.2 5.43 0.457 ' 430.103 0.00 1.255 - 2.00 0.00. 0.00 0 . 0.00 TRANS SIR ,0.10000 . . .002836 . 0.00 , ' . . oloo 637.70 . 428.40 1.697 430.097 .12.2 1.80 0.050 - 430.147 0.00 0.661 ' 12.00 4.00 0.00 0 0.00 JUNCT SIR 0.05000 . . . . .000352 .0.00 . 639.70 428.50 1.591 430.091 12.2 1.92 0.057 430.148 0.00 0.661 - 12.00 4.00 0.00' 0 0.00 TRANS SIR 0.10000 . • . • •• • , . 0.00 640.70 428.60 1.001 429.601 12.2 7.76 • 0.934 430.535 0.00 1.255 - ' 2.00' 0.00' 0.00 0 000 218.27 0.01335 013446 2.931, 1.001 0.00 858.97 431.51 ' -1.001 432.514 12.2 7.76 0.934' 433.448 0.00 1.255 - 2.00 0.00 0.00 0 0.00 48.07 0.01335 - .013847 0.67 . ,. • . . 1.001 • 0.00 .907.04 432.15' 0.983 433.138 • '12.2 7.93 - 0.976 434.114 0.00 1.255 ' 2.00 0.00 0.00 0 'OLOO 33.36 0.01335 - . . ' .015225 0.51 • 1.001 - • - 0.00 , . 940.40 432.60 - 0.948 433.548 . 12.2 8.32. 1.074 '434.622 0.00. 1.255 • 2.00 0.00 0.00 0 0.00 .Oow Am m I..29 - - - —. - 552.73 427.87 1.610 429.475 12.2 4.50 0.314 429.789 0.00' 1.255 2.00 0.00 0.00 0 0.00 22.61 0.00518 .003165 0.07 1.290 0.00 575.34 427.98 1.533 429.515 12.2 4.72 0.346 429.861 0.00 1.255 2.00 0.00 0.00 0 0.00 20.68 0.00518 .003515 0.07 1.290 0.00 I I - - -- - - - ---- - - - - - - - - - - - 575.34 427.98 1.533 429.515 12.2 4.72. 0.346 429.861 0.00 1.255 2.00 0.00 0.00 0 0.00, 20..68 0.00518 .003515 0.07 1.290 0.00 • £III .4 2 I 1 •. ,. • • • •• • . • • •: . • • 1, • •• S : • :Ji;° '' •• . • •. ':2. • • - 2. • '11 / I - •_'••• .uj.._ - - - - - - - I- - - - - ' . I J L F0515P PAGE 3 . - • - -• ' WATER SURFACE PROFILE LISTING . . . - PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY JN # 75104 Sta. 149+25.00 ---- 156+07.20 ' FILE: PAR-156 & PAR-1560 . . STATION INVERT DEPTH W.S. Q ' VEL VEL - ENERGY SUPER CRITICAL HGT/ BASE! ZL: NO AVBPR ELEV OF FLOW ELEV ' HEAD GRD.EL. ELEV DEPTH , DIA ID NO. PIER L/ELEM SO . SF AVE HF NORM DEPTH ZR 59602 428.09 1.464 429.553 12.2 • 4.95 0.380 429.933 0.00 1.255: 2.00 0.00 000 0 0.00 20.68 0.00518 .003925 0.08 1.290 0.00 -. 616.70 428.20 1.400 429.596 12.2 5.19 0.419 • 430.015 0.00 1.255 2.00 0.00 0.00 0 0.00 20.00 0.00518 .004379 0.09 1.290 0.00 636.70 428.30 1.346 429.646 '12.2 5.43 0.457 430.103 0.00 1.255 2.00 0.00 0.00 0 0.00 TRANS STR 0.10000 .002836 0.00 . 0.00 637.70 428.40 1.697 430.097 12.2 1.80 0.050 430.147 0.00 0.661 12.00 4.00 0.00 0- 0.00 JUNCT SIR' 0.05000 ' .O0Ô352 0.00 , • 0.00' • 639.70 428.50 1.591 430.091 12.2 - 1.92 0.057 430.148 0.00 0.661 12.00 4.00 0.00 0 0.00 TRANS SIR • 0.10000 - 0.00 640.70 428.60 1.001 429.601 12.2 7.76 0.934 430.535 0.00 1.1255 2.00 0.00 0.00 0 0.00 - 218.27 0.01335 - " - - .013446 2.93 • -, - 1.001 - - 0.00 858.97 431.51 1.001 432.514' 12.2 7.76 0.934 433.448 0.00,. 1.255 2.00' - . 0.00 0.00 0 0.00 - ' - 48.07 0.01335 - •, .013847 - 0.67 - - , 1.001 0.00 - : • 90704 - 432..15 0.983 433.138 12.2 7.93 0.976 434.114 - 0.00 1.255 - 2.00 0.00 0.00 0 ' 0.00 33.36 0.01335 - - ' .015225 0.51 ' ' - 1.001. - - 0.00 940.40 4326O 0.948 433.548 12.2 8.32. 1.074 434.622 0.00 1.255 - 2.00 0.00 0.00, 0 0.00 ' • - - - - - - - - - - - - - - - - - - - Lt k TRANS STR 0.15000 .040096 0.04 OOO 941!40 432.75 0.286 433.036 12.2 10 66 1 766 434 802 0.00 0.661 12.00 4.00 0 00 0 0.00 JUNCT STR 0 10000 078482 0.16 0.00 943.40 432.95 0.241 jai 12L jjJ.. 11.62 2.096 435.287 0.00 0.625 1 12.00 4.00 0.00 0 0.00 TRANS SIR 0.15000 050436 0.05 0.0d.-, - I • .. . . j F0515P. PAGE. 4 . •• WATER SURFACE PROFILE LISTING . PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY . .• JN # 75104 Sta; 149+25.00 ----.156+07.20 . FILE: PAR-156 & PAR-1560 . . . STATION INVERT DEPTH W.S. a VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. . ELEV- DEPTH. - DIA . ID NO. PIER L/ELEM SO . . . SF AVE HF . NORM DEPTH • ZR 944.40 433.10 0.961 436.061 11.2 9.36 • 1.362 435.423 0.00 1.280 1.50 0.00 0.00 0 0.00 3.27 0..03333 .020109 • 0.07 0.820 • 0.00 947.67 433.21 0.981 434.190 .11.2 9.14 1.298 435.488 0.00 1.28O. 1.50 0.00 0.00 0 0.00 5.10 0.03333 . • .018432 0.09 0.820 • • 0.00 • 952.77 433.38 1.023 434.402 11.2 8.72 1.180 435.582 0.00 1.280 1.50 0.00 0.00 0 0.00 • 3.63 0.03333 .. .016417 0.06 0.820 0.00 956.40 433.50 1.069 434.569 11.2 8.31 1.074 • 435.643 .0.00 1280 1.50 0.00 0.00 0 0.00 • 2.40 0.02886 • . .014916 0.04 0.860 0.00 . 958.80 433.57 1.101 434.670 11.2 8.05 1.007 435.677 0.00 1.280 • 1.50 0.00 0.00 0 0.00 2.52 0.02886 . .013623 0.03 • . 0.860 . 0.00 . ,• . 961.32 433.64 1.154 434.796 . 11.2 7.68 0.915 435.711 0.00 1.280 • .1.50 0.00 0.00 • 0 0.00 1.52 0.02886 , .012276 0.02 0.860 0.00 • • 962.84 433.69 1.212 434.898 11.2 7.32 • 0.832 435.730 0.00 1.280 • 1.50 0.00 0.00 0 0.00 •, 0.49 0.02886 • - • .011151 • 0.01 . 0.860 • 0.00 • • 963.33 •, 433.70 1.280 434.980 • 11.2 6.97 0.755 435.735 0.00 • • 1.280 I .., 1.50 0.00 . 0.00 0 . 0.00 • • • . •• _.'u' PALOMAR AIRPORT RD.- EAST HYDRUL'ICS STUDY JH # 75104 Sta. 149+25.00 ---- 156+07.20 : FILE: PAR-156 & PAR-1560 - 100.00 .IYYYYYYYCYYYWYEH - . - . WX 110.66 1 C W EM . R 121.32 131.98 .1 C W EH S '. TX 142.63 .1 C X - H .. JX 153.29 .1 C X 'S H - . TX 163.95 .1 C X E . R 174.61, - 185.27 . 195.93 206.58 . 5 217.24 . -• . 227.90 . • 0 - 238.56 - I C t4 HE . R 249.22 • . - S . 259.88 . I C W HE . TX 270.53 . I C X H • . JX 281.19 . I • C X H I • . TX 291.85 . I C -WHE 5 . R 302.51 313.17 . . 323.83 . I C W X • - . R 334;48 • . S S 345;14 355.80 . • - 366.46 - I CW X R • 377.12 - S 387.78 . S 398.44 . 409.09 -. I CW X . R 419.75 430.41 441.07 . I CW X . TX 451.73 . I C X. H . JX 462.39 . I C WE - . TX 473.04.. 1 •C XE • - . R 483.70 494.36 505.02 . I C WHE S R 515.68 . S -_ S . S • S at (4 526.34 . S 536.99 ' I 'C WX 547.65' . . 558.31 . I C WEH . R 568.97 . 57963 I CWX R 590.29 60094 1 CWEH R 61160 62226 . I X EH . R 632.92 . 64358 1 CWEH TX 65424 I C X H JX 664.89 .. I C X H . TX 675.55 . S I W C X S . R 686.21 . c S I •55 696.87 707.53 . ' - S • 718.19 728.85 73950 I 750.16 760.82 771.48 - 782.14 792.80 803.45. 814.11 . 824.77 . ' • 835.43 846.09 856.75 867.40 .. I .WC X S . R 878.06 888.72. 89938 91004 1 WCX I R -. - 920.70 931.35 . - S . 94201 I WC HE TX 95267 IWC E H JX 96333 IWC E H TX 425.05 427.04'- 429.03 431.02 433.01 435.00 436.99 438.98 '440.97 442.96- 444.95 TITE : 199 ME: 15:56 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING . PAGE CARD SECT CHN NO OF AVE PIER. HEIGHT 1 BASE ZI ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP . CD 1 3 0 0.00 4.50 4.00 0.00 000 0.00 0 CD .2 4 1.50 CD 3 3 0 0.00 4.00 10.00 0.00 0.00 0.00 CD 4 2 O. 0.00 0.50 5.00 0.00 . CD 5 4 .. 1.50 CD 6 1 0 .. 0.00 .4.00 30.00 5.00-'5;00 0.00 CD 7 1 0 0.00 4.00 10.00 1.00 1.00 0.00 . CD 8 4. 2.50 0 CD 9 1 0 0.00 1.50 10.00 1.00.. 1.00 0.00 . 0 0 0 0 . 0.00 . 0 . ... 0 - 0 . .-'.: : 0 :c.T' - . 0 • . :- -- - - S . . 0 -: .-: - .- &a ton ON, a cii~ WE: -a I CLLi F 0 51 5 P - PAGE. No 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV • . .100.00 433.10 1 433.20 '• • ELEMENTNO 2 IS A WALL EXIT • - - . * - • - • U/S DATA STATION INVERT SECT - 100.00 433.10 2 . . • ELEMENT NO 3 15 A REACH * * * - • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 133.50 435.10 2 0.013 - 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS . * • . •* . • . • • U/S DATA STATION INVERT SECT - •-• - W S ELEV 133.50 435.10 2 . 0.00 • • NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING - • -• ** WARNING NO. 2 ** WATER-SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT, ELEVATION IN HOWKDS, W.S.ELEV = INV + DC F0515P PAGE 1 WATER SURFACE PROFILE LISTING V PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY JN# 75104 Sta.149.25.00 (Basin"A") I FILE:PAR-149 & PAR-149Ô V STATION INVERT DEPTH . W.S.0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZI NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. EIEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 100.00 433.10 0.034 433.134 1.0 7.30 0.827 . 433.961 0.00 0.125 - 4.50 4.00 0.00 0 0.00 WALL EXIT 0.00 V 100.00 43310 0.203 433.303 . 1.0 6.99 0.759 434.062 0.00 0.373 .1.50 0.00 0.00 0 0.00 9.99 0.05970 . .057763 0.58 0.200 109.99 433.70 0.204 433.900 1.0 6.90 0.739 434.639 0.00 0.373 • 1.50 0.00 0.00 0 0.00 9.07 0.05970 • .053059 0.48 V 0.200 . V Qoo 119.06 434.26 V0.211 434.449 1.0 6.58 0.672 435.121 0.00 0.373 1.50 0.00 0.00 0 0.00 'S 4.05 0.05970 .046333 0.19 0.200 0.00 123.11 -434.48 0.218 434.698 1.0 6.29 0.614 435312 0.00 0.373 1.50 0.00 0.00 0 0.00 • 2.53. 0.05970 . .040431 0.10 0.200 0.00 125.64 434.63 0.225 434.855 1.0 5.99 0.557 435.412 0.00 0.373 1.50 0.00 0.00 0 0.00 1.74 0.05970 5 • .035307 0.06 •, 0.200 0.00 127.38 434.74 V0233 434.968 1.0 5.71 0.507 435.475 0.00 0.373 1.50 0.00 0 0.00 1.31 0.05970 . .030861 0.04 0.200 0.00 V S V V 128.69 434.81 0.241 435.054 1.0 5.43 0.459 435.513 0.00 0.373 1.50 0.00 0.00 • 0 0.00 1.04 0.05970 5 . .026954 0.03 0.200 V 0.00 129.73 434.87 0.249 435.124 1.0 5.18 0.417 435.541 0.00 0.373 1.50 0.00 0.00 0 0.00 0.82 0.05970 - .023526 0.02 0.200 0.00 V 130.55 434.92 0.257 435.181 1.0 4.95 0.381 435.562 0.00 0.373 1.50 0.00-0.00 0 0.00 0.66 0.05970 V .020545 0.01 - 0.200 O.0O 131.21 434.96 0.266 435.229 - V - V 1.0 4.72 0.345 435.574 0.00 0.373 1,.50 0.00 0.00 0 0.00 1 - 0.53 0.05970 V .017955 0.01 - 0.200 . 0.00 V V V . - V• VS - - - V V • - V - V V V - S -- - V - V V V V V• - - •_5__ V V • - V * V - - V• V - - V I -. V - S - VVV • - V • - V • V - V •V V - 'V V •& V V - Tz, 1pia Taw M am" ll!!~ mt-j m"p- - T-j Tj F0515P PAGE 2 * - WATER SURFACE PROFILE LISTING - PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY JN# 75104 Sta.149.25.00 (Basin"A") FIIE:PAR7149& PAR-149Q •• STATION INVERT DEPTH : W.S. - Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO PIER hELEN SO •. •• •• SF AVE HF •NORM.DEPTH - ZR 131.74 435.00 0.275 435.270 1.0 4.50 0.315 435.585 0.00 0.373 1 5q 0.00 '0.00 0 0,00 0.45 0.05970 015680 0.01 0.200 0.00 *132.19 435.02 0.284 435.306 1.0 4.29 0.286 435.592 0.00 0.373 1.50 0.00 0.00 0 0.00 0.36 0.05970 .013700 0.00 I - 0.200 0.00 132.53 435.04 0 294 435.336 1.0 4.08 0.259 435.595 0.00 0.373 1.50' 0.00 '0.00 0 0 00 0.29 0.05970 -, .011977 0.00 - • 0.200 - - 0.00 132.82 435.06 • 0.304 435.363 1.0 3.89 0.235 435.598 0.00 0.373 1.50 • 0.00 000 0 • 0.00 - 0.23 0.05970 - .010463 0.00 0.200 0.00 133.05 435.07 0.314 435.387 1.0 3.72 0.215 435.602 0.00 0.373 • 1.50 • 0.00 0.00 0 0.00 • 0.17 0.05970 •• - .009143 0.00 0.200 • 0.00 133.22- 435.08 0.325 435.408 1 0 .,3 .55 0.195 435-.603, 0 00 0.373 1.50 0.00 0.00 0 0 00 0.13 0.05970 007994 0.00 0.200 0.00 133.135 435.09 0.336 435.427 1:0 3.38 0.177 435.604' 0.00 0.373 1.50 0.00 0.00 0 0 00 O 09 0.05970 006985 0.00 0.-200 O.00 133.44 435.10 0.347 435.444 1.0 3.22 0.161 435.605 0.00' 0.373 1.50. 0.00 0.00 0 0.00 0.05 0.05970 006104 0.00 0.200 0 00 133.49 435.10 0.359, 435.459 1.0 3.07 0.146 435.605 0.00 0.373 ,. 1.50 0.00 0.00 0 0.00 - • - f : ' PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY JN# 75104 Sta.149.25.00 (Basin"A") - FILE:PAR-149 & PAR-149Q 100.00 XYCYYYYYYYYYYYYYYYYEYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyYH. WX 100.68 .1' W C E H ' . R 101.37 102.05 102.73 103.42 104.10 .104.79 . .' . 105.47- 106.15 . • 106.84 '107.52 . . .• 108.20 . • • 108.89 . . 109.57 . 110.26 .' I W C E H S . R 110.94 111.62 . • S S S S - 112.31 112.99 113.67 . S • 5 • S . 114.36 . S 115.04 . . S • 115.72 - . S • 116.41 •. S • S S ' 117.09 . . S S •' . S 117.78 , . - S • - S . 118.46 119.14 . I W 'C E H • , , . R S -'- 1.19.83 '120.51 1219 121.88 122.56 . - S • S . . S ' S • • 123.24 • . S - I W C • E • • H • S . R S S 123.93 . E. S . S S • 5 124.61 . S S I • • S - 125.30 . S ' • 5 5 5 • S 55 S • 125.98 . I' W C E H - S • . R S S S 126.66 . . S _ lez !i mm,! '• • * . - . - -. 127.35 . . '.128.03 . . . I ' W C E 'H . .R, 128.71 . . I W C E 129.40 130.08 . I W C E H . R 130.77 . . I WC E . H ' . R 131.45 I W C E H . . R 132.13 . , I W C E H - . R 132.82' . . I WC •E H t R 133:50 . . - ' I W C E H - ' . R 433.10 433 55 434.00 434.45 434.90 435.3p 435.80 436.25 436.70 437.15 437.60 NOTES 1. GLOSSARY - - - - I = INVERT ELEVATION - - - C"= CRITICAL DEPTH - . -- -- - W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL '; . - • ' - * . • E =ENERGY GRADE LINE • ' - ' - . ' . X = CURVES CROSSING OVER - - ' B = BRIDGE ENTRANCE.OR EXIT . -..• , - Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY : • . - '- - . -- - - • - - • t * • -- • •*-; •- - . - - 1 , - - - 'I- •' - - 4 ' - ;- . -* . - -. _** -. -. • . * '4 ' * 4 4* 4- .4 - - •' - - -- . , -- .-- - ' - ••-. -, . - - ' ' • -t - - . .. * 91L I% NILV4.9% lb. am j j DATE: 6/25/1998 TIME: 16:28 F0515P WATER SURFACE PROFILE 7 CHANNEL DEFINITION-LISTING PAGE 1 * CARD SECT CHN NO OF AVE PIER HEIGHT 1- BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4)Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) * CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP . - .. . CD 1 3 0 • O.00 '4.00 4.00 0.00 0.00. 0.00 - . - . .•. • CD. 2 4 2.00 - t CD 3 3 0 -0.00 10.00 4.00 0.00 0.00 0.00 . - • . . • , CD ,4 4 - * a. - • - • - - • • a. - a . a - a - .- a - . • . .,a . a--, - * - I. * , . * ,- t F0515P V . PAGE NO 2. - WATER SURFACE PROFILE ELEMENT CARD LISTING ,.ELEMENT NO 1 IS A SYSTEM OUTLET * * * WS DATA STATION VINVERT SECT . • V •W S ELEV -• • V V • 100.00 427.30 1 429.43 ELEMENT NO 2 IS,A WALL EXIT - * • V V V : V U/S DATA STATION INVERT SECT V V V - 100.00 427.30.. 2 ELEMENT NO 3 iS A REACH V V VU/S DATA. STATION • INVERT SECT .N ,•- V RADIUS ANGLE ANG PT MAN H V 112.00 427.50 2 - 0.013 - 0.00 0.00 0.00 0 ELEMENT NO 41S A SYSTEM HEADWORKS - * - V - * V - V V U/S DATA V STATION • INVERT SECT V V W S ELEV - V - 112.00 427.50 2 V 0.00 I - - NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING VV V V V . WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS,THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC - V V. V V • V - V. V • - V . V V V I - V V - V • V V - V • V V V W-2 •M - F0515P: PAGE1 - WATER SURFACE PROFILE LISTING - PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY . •. -. JN #75104 Sta.154+20.00 (550'---RT) ', •. ' FILE: PAR-154 & PAR-1540 ,' - I • STATION INVERT DEPTH W.S., Q VEL VEL ENERGY SUPER CRITICAL -• - HGT/ BASE/ ZL -NO AVBP.R ELEV OF FLOW ELEV -c HEAD GRD.EL. •ELEV - DEPTH - • DIA' ID NO. PIER • L/ELEM SO • • SF AVE HF NORM DEPTH lZR 100.00 427.30 2.130 429.430 13.6 1.60 0.040 429.470 0.00 O.i11 4.00 4.O0 0.00 0 0.00 WALL EXIT • - - 0.00 100.00 427.30 -2.130 429.430 13.6 4.33 . 0.291 429.721 0.00 1.328 2.00 0.00 0.00 0 0.00 9.96 0.01667.: 003580 0 04 0.960 0.00 . 109.96 427.47 2.000- 429.466 • 13.6 4.33 - 0.291 429.757 -• 0.00 - 1.328 • 2.00. - 0.00 0.00 ••' 0 0.00 -• 2.04 0.01667 .003413 0.01 0.960 0.00. . - • 112.00 427.50 1.971 - 429.471 13.6 4.34 0.293 429.764: 0.00 '1.328 2.00 0.00 0.00 0 0.00' --, - .•, -- -• • t_ •1 - • - - - - - • . - . - - IL "I IL IVL IL in J ,.... UM T ant .:. ' b 109. 80 110 .*04 . I .- C X E . R 110.29 . 110.53 . 110.78 . 111.02 . 111.27 . 111.51 . 111.76 112.00 . I C X E . R 427.30 427.70 428.10 428.50 -428.90 429.30 429.70 430.10 430.50 430.90 431.30 MOTES - 1. GLOSSARY 0 - I = INVERT ELEVATION C = CRITICAL DEPTH • W = WATER SURFACE ELEVATION - 0 H = HEIGHT OF CHANNEL 0 0 .• 0 0 • E = ENERGY-GRADE LINE - - 0 • 0 I X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT - Y = WALL ENTRANCE OR EXIT 0 - • - - • 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY -. 0 DATE: 6/25/1998 0 0 TIME: 16:35 F0515P - - WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE --1 0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV 'Ui) Y(2) Y(3) '((4) '((5) '((6) Y(7) '((8) Y(9) '((10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH - DROP 0 0 CD 1 3 0 0.00 4.00 COD 0.00 0.00 0.00 CD 2 4 1.50 1 0 CD 3 3 0 0.00 10.00 4.00 0.00 0.00 0.00 CD 4 4 1.50 - • FO 5 1 5 P I PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING - - - ELEMENT NO, 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV .' 100.00 427.80 1 . - 429.43 - ELEMENT NO - 2'IS A. WALL EXIT * • U/S DATA STATION INVERT SECT . - . • 100.00- 427.80 • 2 -• - .'. ELEMENT. NO 3 IS A REACH • * * * - • - U/S DATA STATION INVERT SECT ' N RADIUS ANGLE ANG PT MAN H - 133.50 428.10 2 0.013 - 0.00 0.00, 0.00 0 ELEMENT NO 4 IS, A SYSTEM HEADWORKS U/S.DATA STATION INVERT SECT - ' W S ELEV I • 133.50 428.10 2 ' - 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING C ** WARNING NO. 2**_ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV=,-INV + DC - • - - - I • , * .-. -. , - - • -• • _i.,_- -- , - .- . • ja F0515P PAGE 1 WATER SURFACE PROFILE LISTING PALOMARAIRPORT RD.- EAST HYDRULICS STUDY JN # 75104 Sta. 154+20.00 (LT) FILE: PAR-155 & PAR-155Q STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV. HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 100.00 427.80 1.630 429.630 3.0 0.46 0.003 429.433 0.00 0.260 4.00 4.00 0.00 0 0.00 WALL EXIT - - 0.00 100.00 427.80 1.630 429.430 3.0 1.70 - 0.045 429.475 0.00 0.659 1.50 0.00 0.00 P 0.00- 15.97 0.00895 - .000807 0.01 - ''• 0.560 - -. 0.00 •- -- •- 115.97 427.94 1.500 429.443 3.0 1.70 0.045 429.488 0.00 0.659 1.50 0.00 -0.00 -0 0.00 16.40 0.00895 .000755 0.01 0.560 0.00 132.37 .428.09 1.360 429.450 3.0 1.78 0.049 429.499 0.00 0.659 1.50 0.00 0.00 0 0.00 1:13 0.00895 - .000715 0.00 0.560 0.00 133.50 428.10 1.350 429.450 3.0 1.79.0.050 429.500 0.00 0.659 1.50 0.00 0.00 - .0 0.00 Si j ma- PALO MAR AIRPORT RD.-'EASTHYDRULICS STUDY - JN # 75104 Sta. 154+20.00 (LT) • FILE: PAR-155 & PAR-155Q • A - 100.00 WX 100.68 .1 C H WE. . R 101.37 . , •. 102.05 . 102.73 103.42 104.10. 104.79,. S. 105.47 . . • • 106.15 106.84 . - •• . 107.52 . • . - . •I - . 10820 10889 - 109.57 . - S. • S . - 11026 110.94 111.62 . -. . 112.3.1 . • . . 112.99 113.67. . • . . . 114.36 . S - S - 115.04 . .• - • . ,115.72 .: . S 116.41 . I C . HWE , • R. - . 117.09 117.78 • S - - 5, . S . 118.46 119.14 • -• 5 . -. 119.83 - 120.51 ••. . • S - • S .• - .S - 121.19 . • -5 , 121.88 . . • - - 122.56 • . • S - . S 123.24 • - . - .123.93 . - '. • 124.61 • - - S S - - 125.30 - 125.98 . - ,- S . - 126.66 . • 5 - . -- S • .. -S S - . S S •1 .5 I -. - S. • • file Inlet 104 @6129/98 I . . . 20 RESIDENTIAL STREET ept 1 01 ONE SIDE ONLY • . 2Ô—+—.---._..:_j i ht -t-TTt -L k'j, Is I 16 Q 14— Ed 2 •1••T•/•' .. - '•7' .. . . •. — L6 -----/----. .qf . I z: ..•.7. LO ___ :1 I. .........__.... f"/ f•• •..y ... • I .OL9 .... /: : --9I.........../ -. / - - - - 07_7I hK... -. : 1 0.6 ----- .j.......... S ••• • 1. - I - - I- - - I 04— II -t I ' I i 678910 20 30 4050 I •- . . . . . DISCHARGE (C.E S.) EXAMPLE: . . Given: Q= 10 S: 2.5°!, . I Chart gives:. Depth 0.4, Velocity 4.4 fps. S . SAN DIEGO COUNTY GUTTER AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL -, S DISCHARGE-VELOCITY CHART ___________________ -/2 /.o4 q nATr v Ii. . .. .. . . . 0cp1h 1 0 1 ES IDE NTIAL STREET ONE SIOE ONLY H . . ... ThTt" í 16— 14 W. cr I— ...•..-. -- .. : . . :. ..: •• . . •..•, _.._L._ .. ____ . .- - . - - --:' - - / ..;:.. . .. . L6 ----••--...-. 14— :'-" • . (0.. 1 12— — Lo - - - ... .•...° OA - -- : ---•+ •-H•- '.- '.-. ._-. .: - . 0.7 ILI — •.--f--- - - . , . ..I . OA -. .1 : • I •. DISCHARGE (cES.) Q78'-f - EXAMPLE: ,. (tWPn) Given: Q: 10 S: 2.5% Chart gives: Depth = 0.4, Velocity 4.4 fps. _S1a f4g~2S.a /,4p/ //fiJ4f,P4 SAN DIEGO COUNTY . .GUTTER AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE—VELOCITY CHART DESIGN MANUAL -••- , ,i LJJ. . o . . r. .±. V n .0175 El epin 0.13 20 RESIDENTIAL STRE ET V ONE SIDE ONLY V V: . .. V V.. V.. 26 Pan - - : .14— •1• V . V • V IZ — V4 • ! : .j • • V .: .. i :. - ..t,_ V . V V V • V V ... . U : ; LU: - 1 - Cl) VV . V V V 3 - ... .... .. .... .._ _. .. - . LU V V •V1 :, .- V I _1 :-L-.QA I IA— - - V V I .. L.' LID ___ . e- • - V .1 -. V V ...... -. ..:. ........... :... 1 0.8— - - 0.7— !f .-. ........ . :.. 1 0.6—....!_.L. ...:.V.:... V 1 IfrV l . ..: I 0.4----• I :Ii_._I .,; ...................V V r V I.IIVVIIIII I V 2 3, 4 5 V 6 78910 V V V DISCHARGE (C. I 1.11. V 20 30 •V40 50 F S.) V V - V V EXAMPLE: V V V Given:OIO S:2.5% V V V V V . Chart gives: Depth 0.4, Velocity 4.4 f.p.s. V V V V/I V V 1231W. 00P,9Lq'72ñ QFs: V V • SAN DIEGO COUNTY V GUTTER AND ROADWAY V V V V V DEPARTMENT OF SPECIAL DISTRICT SERVICES VV V DESIGN MANUAL ' V DISCHARGE—VELOCITY CHART V V V - . ppvn /2 /3C/ 9 I V V Stations Existing Culvert Design Flow (Cfs) *Estimated Capacity (Cfs) Q(1 0D) Existing (Cfs) 1 REMARKS Palomar Airport Rd (Dwg 314-3) ' 100+18 00 18 RCP 100+85.00 —103+2000 18 RCP - 108+11.00 18 RCP 122+50.00 123+00.00 - 24' RCP - 123+00.00 18" RCP 123+00.00 124+80.00 18" RCP 124+62.00--124+80.00 21"x15'APA 149+25.00 18' RCP 149+25.00 152+00.00 18" RCP - 152+20;00 18 RCP 152+20.00 - 154+20.00 24" RCP - 154+20.00— 156+07.00 301,RCP 154+1800 —156+0000 24 RCP 156+107.00 1 301.RCP 167+20 00 18 RCP El Camino Real (Dwg 314-3) 322+50.00 326+40.00 18 RCP ACCeSS Road (Dwg 192-4) 5+00.00 18" CS 10+00.001 181, CSP I - I * Based on College Boulevard improvement plans & profile prepared by Rick Engineering Company. 4 ** From Hydrology Report prepared by Pountney Associates November 30 1987 for Palomar Airport Rd *4* Calculated for Carlsbad Municipal Golf Course by P&D/CTE -. FiIe'104tbl-1 © 6/30198(1O:37AM) + I - - --- - I H S + i+)))) I I L + + \ 'S + sS) •( 'il/ -*', III! / S ' - , - _•_ S J( :5I ._i_._:- iT S - 5), S S /15 I i . II) - . I)) )Ji •--(IS : - - --. - //S\5\ - : sH' I4\7) j/'I S vil \\\//)\ I / - ?"k, / 5 \k\\\1\ IS - I ((,•c lIt y,i / \•, -- - 5) ) \\ I 7I / Y~lllil' PIll ( iç IL/III/III + 1 - / • S \ ± / ' 1+ ( / • - + - - - • I I - + NODE Q. 1) EXHIBIT "B" 40)0' 0' 400' 800' 1200' ---___------ 1 GRAPHIC SCALE: 1"=400' ENGINEER OF WORK P&D / CTE Ef6INEERS, INC1 401 WEST "A" STREET, SUITE 2500 7 SAN DIEGO, CALIFORNIA 92101 IsJ TELE: (619) 232-4466 fAX 234-3022 CITY OF CARLSBAD SHEETS 1 ENGINEERING DEPARTMENT PALOMAR AIRPORT ROAD HYDROLOGY N'lAP APPROVED CITY ENGINEER PE EXPIRES DATE ______ DWN BY: CHKD BY: _____ 1 PROJECT NO. "DRAWING NO. RVWD BY: L3602& 3603 DATE INITIAL REVISION DESCRIPTION DATE INITIAL DAT E INITIAL ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL DANIEL A. LEE P.E. RCE 38396 FILE FNcR/75104/AcAD/1MP/1O4HYD.DWG JOB NO. 75104 UA 1E 3/25/98 WE: 2. 175 PM - REVISED. XRE/ FILf. 00f- 1:1 PSPA ( ' 15104.PCP DRWN BY: A. JIMENEZ REV'SED 8Y: CMWD CMWD