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HomeMy WebLinkAboutTract No. 16839 Hydrology StudyHYDROLOGY & HYDRAULIC STUDY FOR TRACT 16839 NORTHEAST CORNER OF BASELINE AVENUE & SAN SEVAINE ROAD CITY OF FONTANA COUNTY OF SAN BERNARDINO, CALIFORNIA i EA!' Y FOR III IT ISSUA JC THESE PL S HAWE BEEN REVIEWED AN; WPEAR TO BE IN SUBSTANTIAL C6D1'J'ia L N.CF: For Owner/Developer: WITH TH : MINIMUM 4EQUIImELIE !' S3 reA P ❑ THE [UNIFORM BUILDING CODFONTANA 56 INVESTORS, LLC ❑ THE NATIONAL ELECTRICAL cCL�TERSTONE COMMUNITIES ❑ THE UNIFORM MECHANICAL COD 500-B W. Lake Center Drive ❑ THE UNIFORM PLUMBING CODE Santa Ana, CA 92704 ❑ TITI 1-24 PART-2 (ENERGY) (714) 437-0800 ❑ TITI -24 PART-2 (HAND/CAPPED) 71./, Prepared By: SD ENGINEERING AND ASSOCIATES, INC. 723 N. "D" Street, Suite 1 San Bernardino, CA 92401 (909) 884-7090 January 25, 2005 Revised on November 7, 2006 Project job No. 429 EESS/ � ��v S--gN Dopy/.�,' No. 36361 • "` 0 Exp. 03-03-08 CIVIL \�Q OF CAO- HYDROLOGY STUDY TRACT 16839 TABLE OF CONTENTS Section I Introduction Section II Hydrology Methodology Section III Project Description Existing Site Conditions Proposed Site Conditions Appendix A Vicinity Map Appendix B Reference (Based on San Bernardino County Hydrology Manual): Hydrologic Soils Group Map for Southwest-B Area (C-5) SBFCD Valley Isohyetals 10 Year 1 Hour (B-3) SBFCD Valley Isohyetals 100 Year 1 Hour (B-4) D-load table - County of Los Angeles Appendix C Existing Hydrology Map Appendix D Appendix E Appendix F Hydrology Study of 25-year and 100-year Existing Conditions-25 year storm event Existing Conditions-100 year storm event Hydrology Study of 25-year and 100-year Proposed Conditions-25 year storm event Proposed Conditions-100 year storm event Hydraulic Calculations Catch Basin Calculations WSPG Calculations for Storm Drain Pipe & Laterals Street Capacity Calculations Back Pocket Proposed Hydrology Map HYDROLOGY STUDY TRACT 16839 Section 1 Introduction The following hydrology study has been prepared for Tract 16839 is residential subdivision site. The site is approximately 17.5 acres and is located on the northeast corner of Baseline Avenue and San Sevaine Road in City of Fontana, County of San Bernardino, California. The general location of the site is illustrated on the Vicinity Map, included as Figure 1 in Appendix A of this report. Section II Methodology For both, the existing and proposed conditions, the peak storm discharge for the drainage sub -areas (see Hydrology Map in the pocket in Appendix C of this report) were calculated using the San Bernardino County Hydrology Manual. Rational Method Equation, using CIVILD software, was used to calculate the 25-year and 100-year storm event. The peak 100-year storm runoff is calculated to demonstrate the runoff from 100- year storm event is contained within the street right-of-way and to size the sump catch basin and storm drain pipes. The parkway culvert capacities calculations are calculated by using Flowmaster and AES HELE-1 software. Section III Project Description Existing site conditions The existing site is approximately 17.5 acres of natural land. The site drains overland to the southwest in the existing condition. Sub area E-1 & E-2 drain southwesterly to . existing Public Street — Baseline Avenue. Refer to the "Existing Hydrology Map" in Appendix C for an illustration of the existing drainage zones. The south and west side of project are public street; there are existing single family homes at north side of project and future single family homes at east side of project and future. Proposed site Conditions In the proposed condition, all sub areas A will drain to proposed storm drain system along in -tract interior streets through five open curb catch basins. The proposed storm drain pipe will be connected to existing 60" RCP along San Sevaine Road (drawing No. 2928). Sub Area B which is only 0.08 acre will drain to San Sevaine Road through curb & gutter. Refer to the "Proposed Hydrology Map" in the Back Pocket of this report for an illustration of the proposed drainage zones. The proposed land use is detached residential single family homes with 6,000 SF Min. and 7,200 SF average per lot. The water surface elevation (W.S.) of existing 60" diameter RCP along San Savine Road is 1334.3, which was obtained from reference storm drain plan 2928 dated on 08-2001 by Allard Engineering. The hydraulic analysis of storm drain line A is performed for the 100-year peak runoff of 45.12 cfs from entire site. All calculations can be found in Appendix F of this report. All lots pad elevations were designed at least above 100-year water surface 1 foot, Emergency flow pattern is along proposed internal street confluence at Sullivan Lane towards westerly to San Savaine Avenue. 429Hydrology Report HYDROLOGY STUDY TRACT 16839 Findings After development, more impervious surface will cover the proposed site than before. A proposed onsite storm drain systems will be constructed to convey the runoff produced by the proposed development project. Fossil Filter inserts will be installed into all proposed catch basins, which will treat the first flush of runoff. The calculations within this report substantiate that the development can be constructed as shown on the proposed plans with no detrimental effect to surrounding properties. 429H)dro ogy Report HYDROLOGY STUDY TRACT 16839 APPENDIX A VICINITY MAP Document in Microsoft Internet Explorer 1 E r 111111 111M11 111111 E 11111- //'ASELINE AVENUE77 / PROJECT LOCATION VICINITY MAP N.T.S. HYDROLOGY STUDY TRACT 16839 APPENDIX B Reference (Based on San Bernardino County Hydrology Manual): Hydrologic Soils Group Map for Southwest-B Area (C-5) SBFCD Valley Isohyetals 10 Year 1 Hour (B-3) SBFCD Valley Isohyetals 100 Year 1 Hour (B-4) D-load table - County of Los Angeles 429Hydrology Report Y •••%,..) 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SCALE I" = 4 MILES • C8 ISOLINES PRECIPITATION ' (INCHES) - R2E -,-`- T4N 3 N.00 SAN BERNARDINO COUNTY FLOOD CONTROL DI§TRICT' VALLEY AREA YETALS YIo0- 100ISOHYEAR I''HOUR BASED ON U.S1�11b&11W s. Mfs :; . FLOOD TRQL�E IMEEP .415 EASE ' SCALE FILL 10R, _Mla b1'M 1962-[ f•tea : wA0-1 .4 TA 12 1 1 1 1 1 t LOADS - DITCH CONDUITS TRUCK LOADING -CASE Adep BEDDING G��r�44 3 EDGE BEARING TEST- 0.0! CRACK aEav A,a (LIVE LOAD + DEAD LOAD) 1.25 SAFETY FACTOR Trench width =outside diameter of pipe + 2 feet. d N Ea DEPTH OF COVER -IN FEET 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 12 3750 /7/o 1310 1370 4330 /490 /670 /860 2340 2500 Z600 2700 2790 -6illi,• 040 15 .9.360 JrfT7l z 0 1530 1300 '4M 000 2020 2130 2270 2370 .248Q 2550 mum 4 610 Ca 3040 .l3 0 1460 1300 /280 I690 1920 Z010' 2120 2240 2330 7420 2550 2610 2670 21 2750 /.520 1410. •1260 /2/0 1610 1690 1620 1930 202• 2110 2270 2320 •2420 F+•41• t o 24 zsso /I30...1360 1220 //BO 1520 16Z0 L 8o 1850 1530 L040 E 2250 Z340 Ira zsso 27 2380 KO 0-Go 1 t20 //60 1470 156 • 1660 17 .0 .1370 Z020 2070 Z10 • 13Z0 2460 30 2220 2: 40 1200 1140 I460 1660 1840 las 1360 EEE 2060 .2150 2240 Ir1;tl 2420 33 2/00 ,Soo'. 01120 1 30 I310: 1p50 I76b . I92O L02' Elio j t8EO ''• 36 /9S0 `r a61 pm W r11�m CM 1470 EEC 164421 1390 EE 070 2170 • um) /580 '270 -1280 DEto 100 1570 1440 1530 IG3.0. 1740 1860 1111 2060 ttL0 liMI 2540 42 ./790 /230 tin a•a,ID 1350 = 11330 I630 170.0 1810 I950 203• 2140 I= 2.340 /TSo /2/02 1240 I.80 1320 1420 1310. 1550 170 • Idlbb 1920. 203• •• 2!i10 220 • 2270 • 45 !!! 70 1320 • 1490 1Seo 168d 1900 20•+ too ttsp 22so 51 ..>1.:, //6o Itoo = so 130a 13e0 1400.'1360 I8Sd, 17t0 1860101 Lb90 t10o M: 54 0 //SO 1180 1090 1060 1270 1380 1460 1560 16)E10 I7t0 1880:157• 2060 2150 ma 57 Fti:1:• //20 1160 1080 1050 1270 1360 1460 1560 1660 taco 194• {abmo IA .• �I090 J60 O '9t0 1250 (330 1460:1500 1640 1t50 182.• 1930 202.• ur •t 60 63 MI1oco Ina] 9.$0 1240 1330 1440 1340 1640 1720 t.1510 • I920�-1• 1E;-- • ;; /040 ;;� 00 620 aA-4 ait •• b di IS t. ST'' 66 69 Mb /o2a gra ego laic .US �.. ' ° OW ' , o�t!'•11 gu • 72 75 /240 /000 �•J' , 80 920 1 Z 10 '1mr; 0 Y j ' "o�1 ' ": L13 970 1r;�' 9/O I190 :-! 1a • - .20 --• _ .>t t0: ' 0. 78 [' % 9B0 iiir O 9/o ti • 0 BEI 4• ' 1 i ' • :. 2080 2170 9.30 860 e50 •esa !i --- 00 • - • •- M 2070 217o 81 84 Wig 020 QIO 050 890 ' Mir' 80 1490 1580 1 90 1790 =0 2060 2160 90 96 /05' a wring :!- 12.00 1570 1470 1680 1 90411 1090 1560 2040 2160 990 860 gt.O a 6 0 CkFII 1250 1550 1450 1560 1670• 1890 1960 2060 2150 102 94'0 8.30•M`t-0 860 1130 1240 1350 1430. 1550 16'90+ 3 • 1e00 135b 206 1140 108 900 e00 ME'90 050 1140 1230 1350 1450 1550 1650, 1870 1950 204• 114 060 770 111Z7J. 71Od0 1110 1230 1320 1460 1550 Id oira 1860 '1950 2040 E140 820 780 740 70 8.70 1100 •:1320 14.90 1540 1650 1.76. 1360 1950 Z04• 2140 120 LOAD FACTORS. Lad radars ore the x'/i/a7 Sttid ■ 1.25 Sip =1.50 atre/gth ofgfren 6ee(fi/y citron to Sect = 2.00 S 8p' 2.30 J- edgC 4eo/'ing. SrA .250 3cp• 3.50 Q eAp,shown ir.0awe/wile1"i/y. DEPARTMENT OF COUNTY ENGINEER -COUNTY OF LOS ANGELES DESIGN DIVISION APPROVED . DIVISION ENGINEER COUNTY ENGINEER COUNTY ENGINEER STAN DAR D Dd-8 narF• 5 _ 7 64 REVISED TO: TRACT 16839 HYDROLOGY STUDY APPENDIX C Existing Hydrology Map ocument in icrosoft Internet i xptorer INN 1111. NMI 111111. ! N M MIS N MB N IIIIII MO M EXISTING HYDROLOGY MAP FOR TRACT 16839 ELEV=1340.0 Q25=14.22 CFS Qioo=18.93 CFS Tc=18.9 MIN. ELEV=1 340.5 Q25=14.92 CFS _Qioo=1,9:82 CFS':. Tc=18.1 MIN. PROJECT LOCATION W q = ccQ w 1-210 FREEWAY I 15 BASELINE AVENUE 27, W a VICINITY MAP N.T.S. LEGEND TRACT BOUNDARY DRAINAGE AREA BOUNDARY DRAINAGE SUBAREA BOUNDARY DRAINAGE AREA NUMBER DRAINAGE AREA ACREAGE NODE NUMBER Ono 100 YEAR STORM EVENT Qio 10 YEAR STORM EVENT TC TIME OF CONCENTRATION I i' CB #2 CATCH BASIN #2 SCALE: 1"=200' COUNTY OF SAN BERNARDINO S.D. .D. ENGINEERING AND ASSOCIATES LAND PLANNING AND CIVIL ENGINEERING 723 N. 'D' STREET. SUITE I - SAN BERNARDINO. CALIF. 92401 PHONE (909) 884-7090 FAX (909) B84-0124 HYDROLOGY STUDY TRACT 16839 APPENDIX D Hydrology Study of 25-year and 100-year Existing Conditions — 25-Year Storm Event Existing Conditions — 100-Year Storm Event ocument in Microsoft lntemet t xplorer 25E1 San Bernardino. County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 version 7.0 Rational Hydrology Study Date: 03/04/06 429 SD TRACT 16839 EXISTING CONDITION 25 YEAR STORM EVENT SUBAREA E-1 Program License Serial Number 4037 * Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall 1.000(In.) 100 Year storm 1 hour rainfall = 1.500(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.199 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **^* UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCs curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) initial subarea data: Initial area flow distance = 947.000(Ft.) Top (of initial area) elevation = 1354.000(Ft.) Bottom (of initial area) elevation = 1340.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.01478 s(%)= 1.48 TC = k(0.525)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 18.912 min. Rainfall intensity = 2.397(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.683 subarea runoff = 14.223(CFS) Total initial stream area = 8.690(Ac.) Pervious area fraction = 1.000 Initial area FM value = 0.578(In/Hr) End of computations, Total Study Area = 8.69 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 Page 1 25E2 San Bernardino County Rational Hydrology Program (Hydrology Manual Date August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 03/04/06 429 SD TRACT 16839 EXISTING CONDITION 25 YEAR STORM EVENT SUBAREA E-2 Program License Serial Number 4037 Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.000(In.) 100 Year storm 1 hour rainfall = 1.500(In.) computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.199 (In.) slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 942.000(Ft.) Top (of initial area) elevation = 1357.500(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 17.000(Ft.)0 Slope = 0.01805 s(%)= TC = k(0.525)*[(lenggthA3)/(elevation change)]A0.2 Initial area time of concentration = 18.134 min. Rainfall intensity = 2.458(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.688 Subarea runoff = 14.922(CFS) Total initial stream area = 8.820(Ac.) Pervious area fraction = 1.000 Initial area FM value = 0.578(In/Hr) 8.82 (Ac.) End of computations, Total study Area = The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 Page 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 12/20/04 429 SD TRACT 16839 EXISTING CONDITION 100 YEAR STORM EVENT SUBAREA E-1 Program License Serial Number 4037 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.500 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 947.000(Ft.) Top (of initial area) elevation = 1354.000(Ft.) Bottom (of initial area) elevation = 1340.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.01478 s(%)= 1.48 TC = k(0.525)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 18.912 min. Rainfall intensity = 2.999(In/Hr) •for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.726 Subarea runoff = 18.930(CFS) Total initial stream area = 8.690(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) End of computations, Total Study Area = 8.69 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study 429 SD TRACT 16839 .EXISTING CONDITION 100 YEAR STORM EVENT SUBAREA E-2 Program License Serial Number 4037 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: 1.500 (In.) Storm year = 100.00 1 hour rainfall = Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++104+000+ Process from Point/Station 103.000 to Point/Station **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil_ group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 67.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In/Hr) Initial subarea data: Initial area flow distance = 942.000(Ft.) Top (of initial area) elevation = 1357.500(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.01805 s(%)= 1.80 TC = k(0.525)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 18.134 min. Rainfall intensity = 3.075(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.731 Subarea runoff = 19.821(CFS) Total initial stream area = 8.820(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.578(In/Hr) 8 82 (Ac.) End of computations, Total Study Area = The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 67.0 HYDROLOGY STUDY TRACT 16839 APPENDIX E Hydrology Study of 25-year and 100-year Proposed Conditions — 25-Year Storm Event Proposed Conditions — 100-Year Storm Event ocument in icrosoit Internet hxplorer 25A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology study Date: 03/04/06 429 SD TRACT 16839 25 YEAR STORM EVENT PROPOSED CONDITION Program License serial Number 4037 Hydrology study control Information ******* Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.000(In.) 100 Year storm 1 hour rainfall = 1.500(In.) computed rainfall intensity: storm year = 25.00 1 hour rainfall = 1.199 (In.) slope used for rainfall intensity curve b = 0.6000 soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 601.000(Ft.) Top (of initial area) elevation = 1356.000(Ft.) Bottom (of initial area) elevation = 1345.800(Ft.) Difference in elevation = 10.200(Ft.) Slope = 0.01697 s(%)= 1.70 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.365 min. Rainfall intensity = 3.254(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.765 Subarea runoff = 6.196(CFS) Total initial stream area = 2.490(Ac.) Pervious area fraction = 0.500 Initial area FM value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/station 13.000 ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 1 25A Top of street segment elevation = 1345.800(Ft.) End of street segment elevation = 1342.500(Ft.) Length of street segment = 654.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.637(CFS) Depth of flow = 0.517(Ft.), Average velocity = 2.327(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.000(Ft.) Flow velocity = 2.33(Ft/s) Travel time = 4.69 min. TC = 16.05 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 scs curve number for soil(AMC 2) .= 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.645(in/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.734 subarea runoff = 4.826(CFS) for 3.190(Ac.) Total runoff = 11.022(CFS) Effective area this stream = 5.68(Ac.) Total Study Area (Main Stream No. 1) = 5.68(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 11.022(CFS) Half street flow at end of street = 11.022(CFS) Depth of flow = 0.551(Ft.), Average velocity = 2.512(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 151.000 *** PIPEFLOW TRAVEL TIME (Program estimated. size) * ** upstream point/station elevation = 1342.500(Ft.) Downstream point/station elevation = 1336.200(Ft.) Pipe length = 20.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.022(CFs) Nearest computed pipe diameter = 12.00(In.) calculated individual pipe flow = 11.022(CFS) Normal flow depth in pipe = 6.41(in.) Flow top width inside pipe = 11.97(In.) critical depth could not be calculated. Pipe flow velocity = 25.84(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 16.06 min. Page 2 25A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.680(Ac.) Runoff from this stream = 11.022(CFS) Time of concentration = 16.06 min. Rainfall intensity = 2.644(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation = 1349.000(Ft.) Bottom (of initial area) elevation = 1345.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00958 s(%)= 0.96 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 10.073 min. Rainfall intensity = 3.498(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.774 Subarea runoff = 4.008(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1345.800(Ft.) End of street segment elevation = 1342.500(Ft.) Length of street segment = 654.000(Ft.) Height of curb above gutter flowline = 8.0(in.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.831(CFS) Page 3 25A Depth of flow = 0.463(Ft.), Average velocity = 2.113(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.302(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 5.16 min: TC = 15.23 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.729(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.739 Subarea runoff = 3.553(CFS) for 2.270(Ac.) Total runoff = 7.561(CFS) Effective area this stream = 3.75(Ac.) Total Study Area (Main Stream No. 1) = 9.43(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 7.561(CFS) Half street flow at end of street = 7.561(CFS) Depth of flow = 0.498(Ft.), Average velocity = 2.252(Ft/s) Flow width (from curb towards crown). 18.043(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 151.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1342.500(Ft.) Downstream point/station elevation = 1336.200(Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.561(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 7.561(CFs) Normal flow depth in pipe = 6.15(In.) Flow top width inside pipe = 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = _18.67(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.750(Ac.) Runoff from this stream = 7.561(CFS) Time of concentration = 15.27 min. Rainfall intensity = 2.726(in/Hr) Area averaged loss rate (Fm) = 0.4889(in/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) Page 4 1 11.02 5.680 16.06 2 7.56 3.750 15.27 Qmax(1) = 1.000 * 1.000 0.963 * 1.000 * Qmax(2) = 1.038 * 0.950 * 1.000 * 1.000 * 25A 0.489 0.489 11.022) + 7.561) + 11.022) + 7.561) + 2.644 2.726 = 18.306 18.435 Total of 2 streams to confluence: Flow rates before confluence point: 11.022 7.561 Maximum flow rates at confluence using above data: 18.306 18.435 Area of streams before confluence: 5.680 3.750 Effective area values after confluence: 9.430 9.148 Results of confluence: Total flow rate = 18.435(CFS) Time of concentration = 15.266 min. Effective stream area after confluence = 9.148(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) study area total (this main stream) = 9.43(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 151.000 to Point/Station 152.000 *** PIPEFLOW-TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1336.500(Ft.) Downstream point/station elevation = 1334.700(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.435(CFS) Nearest computed pipe diameter = 24.00(In.) calculated individual pipe flow = 18.435(CFS) Normal flow depth in pipe = 19.64(In.) Flow top width inside pipe = 18.51(in.) Critical Depth = 18.54(in.) Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 15.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 151.000 to Point/Station 152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.148(Ac.) Runoff from this stream = 18.435(cFs) Time of concentration = 15.94 min. Rainfall intensity = 2.656(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 *** INITIAL AREA EVALUATION **** Page 5 25A RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 757.000(Ft.) Top (of initial area) elevation = 1347.000(Ft.) Bottom (of initial area) elevation = 1340.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00819 s(%)= 0.82 TC = k(0.389)*[(lengthA3)/(elevation change))A0.2 Initial area time of concentration = 14.419 min. Rainfall intensity = 2.821(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.744 Subarea runoff = 5.183(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 18.000 to Point/Station 152.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1340.800(Ft.) Downstream point/station elevation = 1334.700(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.183(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 5.183(CFS) Normal flow depth in pipe = 4.70(In.) Flow top width inside pipe = 8.99(In.) critical depth could not be calculated. Pipe flow velocity = 22.20(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 stream flow area = 2.470(Ac.) Runoff from this stream = 5.183(CFS) Time of concentration = 14.43 min. Rainfall intensity = 2.819(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 18.43 9.148 15.94 0.489 2.656 2 5.18 2.470 14.43 0.489 2.819 Qmax(1) 1.000 * 1.000 * 18.435) + Page 6 0.930 * Qmax(2) = 1.075 * 1.000 * 1.000 * 0.906 * 1.000 * 25A 5.183) + = 18.435) + 5.183) + = Total of 2 streams to confluence: Flow rates before confluence point: 18.435 5.183 Maximum flow rates at confluence using above 23.256 23.132 Area of streams before confluence: 9.148 2.470 Effective area values after confluence: 11.618 10.754 Results of confluence: Total flow rate = 23.256(CFS) Time of concentration = 15.937 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) = Study area total (this main stream) = 23.256 23.132 data: 11.618(Ac.) = 0.500 0.489(In/Hr) 11.62(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1334.700(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.256(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individualpipe flow = 23.256(CFS) Normal flow depth in pipe = 16.05(In.) Flow top width inside pipe = 22.59(In.) Critical Depth = 20.57(In.) Pipe flow velocity = 10.41(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 16.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.618(Ac.) Runoff from this stream = 23.256(CFS) Time of concentration = 16.09 min. Rainfall intensity = 2.641(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 ** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Page 7 25A Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) initial subarea data: ' Initial area flow distance = 982.000(Ft.) Top (of initial area) elevation = 1350.300(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.00998 s(%)= 1.00 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 15.381 min. Rainfall intensity = 2.713(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.738 Subarea runoff = 7.147(CFS) Total initial stream area = 3.570(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1340.500(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.147(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow . 7.147(CFS) Normal flow depth in pipe = 5.86(In.) Flow top width inside pipe = 8.58(In.) critical depth could not be calculated. Pipe flow velocity = 23.47(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 153.000 *** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 2 Stream flow area = 3.570(Ac.) Runoff from this stream = 7.147(CFS) Time of concentration = 15.40 min. Rainfall intensity = 2.712(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION * * RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCs curve number for soil(AMC 2) 32.00 Pervious ratio(Ap)=.0.5000 Max loss rate(Fm)= Initial subarea data: Page 8 0.489(In/Hr) 25A Initial area flow distance = 476.000(Ft.) Top (of initial area) elevation = 1345.800(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01113 s(%)= 1.11 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.263 min. Rainfall intensity = 3.271(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.765 Subarea runoff = 4.833(CFS) Total initial stream area = 1.930(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1340.500(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.833(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 4.833(cFs) Normal flow depth in pipe = 5.10(in.) Flow top width inside pipe = 8.92(in.) Critical depth could not be calculated. Pipe flow velocity = 18.72(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.29 mi.n. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.930(Ac.) Runoff from this stream = 4.833(CFS) Time of concentration = _ 11.29 min. Rainfall intensity = 3.266(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area NO. (CFS) (AC.) 1 23.26 2 7.15 3 4.83 Qmax(1) = Qmax(2) _ Qmax(3) = 11.618 3.570 1.930 1.000 * 0.968 * 0.775 * 1.033 * 1.000 * 0.800 * TC Fm Rainfall Intensity (min) (In/Hr) (In/Hr) 16.09 15.40 11.29 1.000 * 1.000 * 1.000 * 0.957 * 1.000 * 1.000 * 0.489 0.489 0.489 2.641 2.712 3.266 23.256) + 7.147) + 4.833) + = 33.918 23.256) + 7.147) + 4.833) + = 33.999 Page 9 1.291 * 1.249 * 1.000 * 0.702 * 0.733 * 1.000 * 25A 23.256) + 7.147) + 4.833) + 32.443 Total of 3 streams to confluence: Flow rates before confluence point: 23.256 7.147 4.833 Maximum flow rates at confluence using above data: 33.918 33.999 32.443 Area of streams before confluence: 11.618 3.570 1.930 Effective area values after confluence: 17.118 16.615 12.700 Results of confluence: Total flow rate = 33.999(CFS) Time of concentration = 15.397 min. Effective stream area after confluence = 16.615(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) study area total (this main stream) = 17.12(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 153.000 to Point/Station - 154.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1333.030(Ft.) Downstream point/station elevation = 1331.300(Ft.) Pipe length = 124.00(Ft.)Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.999(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 33.999(CFS) Normal flow depth in pipe = 20.58(In.) Flow top width inside pipe = 22.99(In.) Critical Depth = 23.90(In.) Pipe flow velocity = 10.45(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 15.59 min. End of computations, Total Study Area = 17.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 32.0 Page 10 100A San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 03/04/06 429 SD TRACT 16839 100 YEAR STORM EVENT PROPOSED CONDITION Program License Serial Number 4037 ********* Hydrology study control Information **'******* Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.500 (In.) slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: _ Initial area flow distance = 601.000(Ft.) Top (of initial area) elevation = 1356.000(Ft.) Bottom (of initial area) elevation = 1345.800(Ft.) Difference in elevation = 10.200(Ft.) Slope = 0.01697 s(%)= 1.70 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.365 min. Rainfall intensity = 4.071(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.792 Subarea runoff = 8.026(CFS) Total initial stream area = 2.490(Ac.) Pervious area fraction = 0.500 Initial area FM value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment. elevation = 1345.800(Ft.) End of street segment elevation = 1342.500(Ft.) Page 1 100A Length of street segment = 654.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.)• Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.387(CFS) Depth of flow= 0.555(Ft.), Average velocity = 2.545(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.55(Ft/s) Travel time = 4.28 min. TC = 15.65 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 3.360(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff = 6.650(CFS) for 3.190(Ac.) Total runoff = 14.676(CFS) Effective area this stream = 5.68(Ac.) Total Study Area (Main Stream No. 1) = 5.68(Ac.) Area averaged FM value = 0.489(In/Hr) Street flow at end of street = 14.676(cFs) Half street flow at end of street = 14.676(CFS) Depth of flow = 0.592(Ft.), Average velocity = 2.815(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 151.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1342.500(Ft.) Downstream point/station elevation = 1336.200(Ft.) Pipe length = 20.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.676(CF5) Nearest computed pipe diameter = 12.00(in.) Calculated individual pipe flow = 14.676(cFs) Normal flow depth in pipe = 7.70(In.) Flow top width inside pipe = 11.51(in.) Critical depth could not be calculated. Pipe flow velocity = 27.54(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.66 min. Page 2 100A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.680(Ac.) Runoff from this stream = 14.676(CFS) Time of concentration = 15.66 min. Rainfall intensity = 3.358(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 334.000(Ft.) Top (of initial area) elevation = 1349.000(Ft.) Bottom (of initial area) elevation = 1345.800(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00958 s(%)= 0.96 TC = k(0.389)*[(len thA3)/(elevation change)]A0.2 Initial area time of concentration = 10.073 min. Rainfall intensity = 4.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.799 Subarea runoff = 5.178(CFS) Total initial stream area = 1.480(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1345.800(Ft.) End of street segment elevation = 1342.500(Ft.) Length of street segment = 654.000(Ft..) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(in.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.630(cFs) Depth of flow = 0.499(Ft.), Average velocity = 2.257(Ft/s) Page 3 100A streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.107(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 4.83 mina TC = 14.90 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm) 0.489(In/Hr) Rainfall intensity = 3.460(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.773 Subarea runoff = 4.848(CFS) for 2.270(Ac.) Total runoff = 10.026(CFS) Effective area this stream = 3.75(Ac.) Total study Area (Main Stream No. 1) = 9.43(Ac.) Area averaged Fm value = 0.489(In/Hr) street flow at end of street = 10.026(CFS) Half street flow at end of street = 10.026(CFS) Depth of flow = 0.539(Ft.), Average velocity = 2.420(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 151.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1342.500(Ft.) Downstream point/station elevation = 1336.200(Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.026(CFS) Nearest computed pipe diameter = 12.00(in.) Calculated individual pipe flow = 10.026(CFS) Normal flow depth in pipe = 7.34(in.) Flow top width inside pipe = 11.70(in.) Critical depth could not be calculated. Pipe flow velocity = _19.93(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 14.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 151.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.750(Ac.) Runoff from this stream = 10.026(CFS) Time of concentration = 14.94 min. Rainfall intensity 3.455(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) Page 4 100A 1 14.68 5.680 15.66 0.489 3.358 2 10.03 3.750 14.94 0.489 3.455 Qmax(1) = Qmax(2) = 1.000 * 0.967 * 1.034 * 1.000 * 1.000 * 14.676) + 1.000 * 10.026) + = 0.954 * 14.676) + 1.000 * 10.026) + = 24.375 24.495 Total of 2 streams to confluence: Flow rates before confluence point: 14.676 10.026 Maximum flow rates at confluence using above data: 24.375 24.495 Area of streams before confluence: 5.680 3.750 Effective area values after confluence: 9.430 9.167 Results of confluence: Total flow rate = 24.495(CFS) Time of concentration = 14.935 min. Effective stream area after confluence = 9.167(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 9.43(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 151.000 to Point/Station 152.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1336.500(Ft.) Downstream point/station elevation = 1334.700(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.495(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.495(CFS) Normal flow depth in pipe = 21.42(In.) Flow top width inside pipe = 21.86(In.) Critical Depth = 20.78(In.) Pipe flow velocity = _ 7.25(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 15.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 151.000 to Point/Station 152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.167(Ac.) Runoff from this stream = 24.495(CFS) Time of concentration = 15.56 min. Rainfall intensity = 3.372(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 ** INITIAL AREA EVALUATION **** Page 5 100A RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 757.000(Ft.) Top (of initial area) elevation = 1347.000(Ft.) Bottom (of initial area) elevation = 1340.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00819 s(%)= 0.82 TC = k(0.389)*[(len thA3)/(elevation change)]A0.2 Initial area time of concentration = 14.419 min. Rainfall intensity = 3.529(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.775 Subarea runoff = 6.758(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 152.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1340.800(Ft.) Downstream point/station elevation = 1334.700(Ft.) Pipe length = 18.00(Ft.)Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.758(CFS) Nearest computed pipe diameter = 9.00(In.) calculated individual pipe flow = 6.758(cFs) Normal flow depth in pipe = 5.55(In.) Flow top width inside pipe = 8.75(In.) Critical depth could not be calculated. Pipe flow velocity = 23.59(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.470(Ac.) Runoff from this stream = 6.758(CFS) Time of concentration = 14.43 min. Rainfall intensity = 3.527(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 24.50 9.167 15.56 0.489 3.372 2 6.76 2.470 14.43 0.489 3.527 Qmax(1) _ 1.000 * 1.000 * 24.495) + Page 6 0.949 * Qmax(2) = 1.054 * 1.000 * 1.000 * 0.928 * 1.000 * 100A 6.758) + = 24.495) + 6.758) + 30.908 30.706 Total of 2 streams to confluence: Flow rates before confluence point: 24.495 6.758 Maximum flow rates at confluence using above data: 30.908 30.706 Area of streams before confluence: 9.167 2.470 Effective area values after confluence: 11.637, 10.975 Results of confluence: Total flow rate = 30.908(CFS) Time of concentration = 15.556 min. Effective stream area after confluence = 11.637(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.489(In/Hr) Study area total (this main stream) = 11.64(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 153.000 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1334.700(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 98.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.908(cFs) Nearest computed pipe diameter = 27.00(in.) calculated individual pipe flow = 30.908(cFs) Normal flow depth in pipe = 17.67(in.) Flow top width inside pipe = 25.68(in.) Critical Depth = 23 06(in.) Pipe flow velocity = 11.20(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 15.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.637(Ac.) Runoff from this stream = 30.908(CFS) Time of concentration = 15.70 min. Rainfall intensity = 3.353(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil. group B = 0.000 Decimal fraction soil group C = 0.000 Page 7 100A Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 982.000(Ft.) Top (of initial area) elevation = 1350.300(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.00998 s(%)= 1.00 TC = k(0.389)*[(len thA3)/(elevation change)]A0.2 Initial area time of concentration = 15.381 min. Rainfall intensity = 3.395(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 9.336(CFS) Total initial stream area = 3.570(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1340.500(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.336(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 9.336(CFS) Normal flow depth in pipe = 7.30(In.) Flow top width inside pipe = 7.04(In.) Critical depth could not be calculated. Pipe flow velocity = 24.33(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.570(Ac.) Runoff from this stream = 9.336(CFS) Time of concentration = 15.40 min. Rainfall intensity = 3.393(In/Hr) Area averaged loss rate (Fm) = 0.4889.(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Page 8 0.489(In/Hr) Qmax(3) = 100A Initial area flow distance = 476.000(Ft.) Top (of initial area) elevation = 1345.800(Ft.) Bottom (of initial area) elevation = 1340.500(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01113 s(%)= 1.11 TC = k(0.389)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 11.263 min. Rainfall intensity = 4.092(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.792 Subarea runoff = 6.259(CFS) Total initial stream area = 1.930(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1340.500(Ft.) Downstream point/station elevation = 1333.030(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.259(CFS) Nearest computed pipe diameter = 9.00(in.) Calculated individual pipe flow = 6.259(CFS) Normal flow depth in pipe = 6.06(in.) Flow top width inside pipe = 8.44(In.) Critical depth could not be calculated. Pipe flow velocity = 19.77(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.930(Ac.) Runoff from this stream = 6.259(CFS) Time of concentration = _ 11.29 min. Rainfall intensity = 4.086(In/Hr) Area averaged loss rate (Fm) = 0.4889(in/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 30.91 11.637 15.70 0.489 3.353 2 9.34 3.570 15.40 0.489 3.393 3 6.26 1.930 11.29 0.489 4.086 Qmax(1) = 1.000 * 1.000 * 30.908) + 0.986 * 1.000 * 9.336) + 0.796 * 1.000 * 6.259) + = 45.099 Qmax(2) = 1.014 0.981 * 30.908) + 1.000 * 1.000 * 9.336) + 0.807 * 1.000 * 6.259) + = 45.115 Page 9 100A 1.256 * 0.719 * 30.908) + 1.239 * 0.733 * 9.336) + 1.000 * 1.000 * 6.259) + = 42.660 Total of 3 streams to confluence: Flow rates before confluence point: 30.908 9.336 6.259 Maximum flow rates at confluence using above data: 45.099 45.115 42.660 Area of streams before confluence: 11.637 3.570 1.930 Effective area values after confluence: 17.137 16.911 12.916 Results of confluence: Total flow rate = 45.115(CFS) Time of concentration = 15.396 min. Effective stream area after confluence = 16.911(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = . 0.489(In/Hr) Study area total (this main stream) = 17.14(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 153.000 to Point/Station 154.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 1333.030(Ft.) Downstream point/station elevation = 1331.300(Ft.) Pipe length = 124.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.115(CFS) Nearest computedpipe diameter = 30.00(in.) Calculated individual pipe flow = 45.115(CFS) Normal flow depth in pipe = 22.92(in.) Flow top width inside pipe = 25.47(In.) Critical Depth = 26.74(In.) Pipe flow velocity = 11.21(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 15.58 min. End of computations, Total Study Area = 17.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 32.0 Page 10 HYDROLOGY STUDY TRACT 16839 APPENDIX F Hydraulic Calculations:. Catch Basin Calculations WSPG Calculations for Storm Drain Pipe & Laterals Street Capacity Calculations 429Hydrology Report SW 1118 I N N I MB NMI MI M Vial INS V en I - 429 FONTANA TRACT 16839 ('( IRIS UPENIN(i ('Al el I ILASIN ON CON IINUt A IS tiRAl)E (FLOW -BY) ('APAC7I'V CAI.CULAI ION 25 YEAR STORM EVENT CAI t'1 I IIASIN NO. DESIGN RUNOFF (V100) CI•S RI WWI, F7. ,w' FK''AI I O'STREAM , 11'I cli BASIN, CFS T, ?AL R1TIOFF 111110 rI:l(Y T , CATC1111ASIN CFS I EN(' U* t >F CURB OPENING (I.) Fr COEFTR'IENT (LC) L11NGI11 MINA!. SLOPE (S) Fr' r CNOBS-FAIL. SI OI'li (Sx) ITdT MANNING'S ROUGHNESS COEFFICIENT 01) IL•NGTII TO INTERCEPT TOTAL. FLOW (IA) Fr EFFICIENCY OF CURB OPENING RI woo: INTERCEPTED Ill' CURB OI'ENIN(i (y0 CFS RUNOFF FLOW .10 NEXT CATCI I IIASIN CPS C11-04 II.02 0.00 11.02 14.00 0.60 - 0.005 0.02 0.022 34.63 0.61 6.68 4.34 CB-05 7.56 0.00 7.56 14.00 0.60 0.005 0.02 0.022 29.56 0.68 5.18 2.38 100 YEAR STORM E1'EN'I . ('ArC11 IIASIN NO ). - DESIGN RUNOFF (1)1(x)) ('1•S RI'N'I F VIA AV F'R,,NI (1'SIKEM'I 1 AT, 'I I ISASRN, CF.S - TOTAL. RI N,.'FI' 1 RIBUTARY Tt ciao' BASIN iFS - I J NGTII OF CURB OPENING (I.) F1' COEFFICIENT (K) I t.MITI IDINAI. SLOPE. (S) MEP CROSS-FAI.I. SLOPE (SA) FTRT MANNING'S ROUGHNESS COEFFICIENT (N) LENGTH To INTERCEPT TOTAL FLOW (Lt) Fr EFFICIENCY OF CURB OPENING RUNOFF INTERcEpTE'D Br CURB OPIlNWG (Qu CES - RUNOFF FLOW TO NEXT CATCH BASIN, CPS ('11-04 14.68 0.00 14.68 14.00 0.60 . 0.005 0.02 0.022 39.07 0.55 11.OR 6.60 C13-05 11).03 0.00 10.03 14.00 (1.60 0.(8)5 0.02 0.022 33.29 0.63 6.27 3.76 EXHIBIT 3 This ratio is equivalent to frontal flow interception efficiency. Chart 1 provides a solution of equation (3) which takes into account grate length, bar configuration and gutter velocity at which splash -over occurs. The gutter velocity needed to use. Chart 1 is total flow divided by the area of flow. The ratio (Rs) of side flow intercepted to total side flow or side flow interception efficiency, is expressed by equation (4): 1.8 2.3 Rs= 1/(1+(0.15V /Sx*L )) (4) where: L= length of the grate, in feet. Sx= .cross -fall slope, in ft/ft. V= velocity of flow in the gutter, in ft/sec. Chart 2 p.ovides a solution of equation (4). The efficiency, E, of a grate is expressed by equation (5): E= Rf*Eo + Rs(1-Eo) (5) The interception capacity of a grate inlet on grade is equal to the efficiency of the grate multiplied by•the total gutter flow,. and is expressedby equation (6): Qi= E*Q= Q(Rf*Eo + Rs(1-Eo)) (6) CURB -OPENING INLETS (CONTINUOUS GRADE) Curb opening inlets are effective in the drainage of roadway pavement when the longitudinal slope is less than 3 percent. Curb opening inlets are relatively free of clogging tendencies and offer little interference to traffic operation. They are viable alternatives to grates in many locations where grates would be in traffic lanes or would be hazardous for pedestrians or bicyclists. The length of curb opening inlet required for total interception of gutter flow on a pavement section with a straight cross slope is expressed by equation (7): 0.42 0.3 0.6 Lt= K*Q S (1/N*Sx) where: K= 0.6 -16- (7) EXHIBIT 3 Lt= curb opening length required.to intercept 100 percent of the gutter flow,'in feet. S= longitudinal slope, in ft/ft. Sx= 'cross -fall elope,in ft/ft. N= Manning's Roughness Coefficient. The efficiency of curb opening inlets shorter than the length required for total interception is expressed by equation (8): 1.8 •E= 1-(1-L/Lt) (8) where: L= curb opening length, in feet. The length of in]:st required for total interception by depressed curb opening or cirb opening in depressed gutter sections can be. found by the use .f an equivalent cross slope,Se,in equation (7). Se= Sx + Sw' * Eo (9) where: Eo = ratio of flow in the depressed section to • total gutter flow, per equation (1) with the" exception that W is equal to the depressed gutter width. • Sw'= cross slope of the depressed gutter, in ft/ft. Sw'= (a/12*W) (10) where: a= gutter depression, in inches, measured from the extended plane of the pavement, Sx. W= width of depressed gutter, in feet. Using the equivalent cross slope, Se, equation (7) becomes: 0.42 0.3 0.6 Lt= K*Q S (1/N*Se) (11) COMBINATION INLETS (CONTINUOUS GRADE) The interception capacity of a combination inlet consisting of a curb opening and grate placed side -by -side, is not appreciably greater than that of a grate alone. Capacity'is computed by neglecting the curb opening. A combination inlet is sometimes. used with the curb opening or a part of the curb opening placed -17- 1- MIDI O SO MO OM OM- O- O NO M ON all Bill e r rr FONTANA TRACT 16839 429 CURB OPENING CATCH BASIN IN SUMP CONDITION CAPACITY CALCULATIONS CB NO. CB TYPE WIDTH OF CATCH BASIN (FT) HEIGHT OF OPENING (h) PONDING ELEVATIONS HIGH AND LOW MAX. PONDING DEPTH (FT) (H) PER GRADING PLAN WITH MAX. DEPTH = 0.5' H/h WATER DEPTH (FT) DESIGN RUNOFF: Q100 (CFS) P (FT) L (FT) DESIGN LENGTH OF CB (LF) CB #1_ SUMP 14.0 0.83 1342.11 1341.38 0.73 0.88 0.44 9.34 14.00 10.40 14.00 CB #2 SUMP 14.0 0.83 1342.11 1341.38 0.73 0.88 0.44 10.02 14.00 10.40 14.00 CB #3 SUMP 14.0 0.83 1342.12 1341.62 0.50 0.60 0.45 13.36 18.00 14.40 14.00 * PER NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS USE P=L+1.8W (W=2.0') t 1 t 1 1 1 t 1 1 t t 1 w N 4 3 2 O. O. O. O. /1.4*/•.41§ E 0. WATER DEPTH d 0. o. 0 FLOW �- _•_ L A -�-J SECTION A -A I ' c N ti „0 /24 Q 41 1 / r re .. i sr %a, s::( 747777777 a �\ t 1 ! --.I 3 4 5 6 7 8 910 DISCHARGE a (FT3/S) 20 30 40 Figure 3-9 Depressed Curb -Opening Inlet Capacity In Sag Locations t SW IMO MS Ma all In 1111 all all Ma IWO ell 11114 FILE: 429LINE-A.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 3- 4-2006 Time:12:17:13 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT C:HN 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 P1ER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 2.000 CD 3 4 1 2.000 CD 4 4 1 2.500 Cu 5 4 1 2.000 CD 6 4 1 2.000 CD 7 4 1 1.500 CD 8 4 1 2.000 HEADING LINE NO 1 IS - HEADING LINE No 2 IS - HEADING LINE NO 3 IS - W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 429 SD FONTANA TRACT 16839 STORM DRAIN LINE A 100 YEAR STORM PAGE NO 1 WSPGW 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 1000.000 1330.580 1 1334.300 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1012.960 1331.720 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1052.230 1332.200 1 .013 45.000 50.000 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1121.380 1333.030 1 .013 .000 .000 .000 0 ELEMENT NO 5 1S A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1128.880 1333.620 4 2 3 .013 9.340 4.870 1333.650 1333.650 -45.000 45.000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1196.070 1334.430 4 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1219.640 1334.714 4 .013 22.500 60.021 .000 0 ELEMENT NO 8 1S A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 43 Q4 INVERT-3 INVERT-4 PIHI 3 PHI 4 1224.300 1335.270 6 5 0 .013 6.410 .000 1335.120 .000-90.000 .000 RADIUS ANGLE 22.499 11.867 ELEMENT NO 9 IS A REACH * * Ile 1111111 111111111 MIS OW MIS ONO 0111 ONO frni II* - IMO'01111 IMO IMP ONO ell Oil U/S DATA STATION INVERT 'SECT 1231.410 1335.290 6 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT 1332.880 1335.590 6 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH N RADIUS ANGLE ANG PT MAN H .013 22.501 18.105 .000 0 N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 PAGE NO 3 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1368.260 1335.700 6 .013 22.500 -90.094 .000 0 ELEMENT NO 12 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1402.000 1335.800 6 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1471.290 1336.150 6 .013 .000 .000 .000 1 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1486.800 1336.230 6 .013 45.000 -19.748 .000 0 ELEMENT NO 15 IS A JUNCTION * ' * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1492.960 1336.260 8 7 0 .013 9.820 .000 1336.490 .000 60.000 .000 RADIUS ANGLE 45.000 -7.843 ELEMENT NO 16 1S A REACH U/S DATA STATION INVERT SECT 1508.460 1336.330 8 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT 1509.800 1336.340 8 ELEMENT NO 18 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1509.600 1336.340 8 * * N RADIUS ANGLE ANG PT MAN H .013 45.000 -19.735 .000 0 N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 W S ELEV 1336.340 FILE: 429LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:17:16 429 SD FONTANA TRACT 16839 STORM DRAIN LINE A 100 YEAR STORM *******A*************************************************************************-4**************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev - I- -I- -I- -I- -I- -I- -I- -I- - L/Elem ICh Slope I I I I SF Ave' HF .ISE Dpth I I I I I I I 1000.000 1330.580 3.720 1334.300. 45.12 6.38 .63 1334.93 .00 - I-- --I- -I- -I- -I-.-I- -I- -I- - 8.635 .0880 .0045 .04 3.72 I I I I I I I 1008.635 1331.340 3.000 1334.340 45.12 6.38 .63 1334.97 .00 -I- -I- -I- -I- -1- _ -I- -I- -I- - .718 .0880 .0043 .00 3.00 I I I I I I I 1009.353 1331.403 2.934 1334.336 45.12 6.42 .64 1334.'98 .00 - I- -I- -I- -I- -I- -I- -I- -I- - HYDRAULIC JUMP I I I I I I I 1009.353 1331.403 1.595 1332.997 45.12 11.82 2.17 1335.17 .00 - I- -I- -I- -I- -I- -I- -I- -I- - .462 .0880 .0147 .01 1.59 I I I I I I I 1009.815 1331.443 1.612 1333:055 45.12 11.66 2.11 1335.17 .00 - I- -I- -1- -I- -I- -I- -I- -I- 1.728 .0880 .0135 .02 1.61 I I I I I I 1011.542 1331.595 1.675 1333.271 45.12 11.12 1.92 1335.19 .00 -I- -I- -I- -I- -I- -I- -I- -I- - 1.418. .0880 .0120 .02 1.68 I I I I I 1012.960 1331.720 1.742 1333.462 45.12 10.60 1.74 1335.21 .23 -I- -I- -I- -I- -I- -I- -I- -I- 39.270 .0122 .0108 .43 1.97 I I I I I I I 1052.230 1332.200 1.783 1333.983 45.12 10.30 1.65 1335.63 .00 - I- -I- -I- -I- -I- -I- -I- -I- - 32.315 .0120 .0099 .32 1.78 I I I I I I I 1084.545 1332.588 1.846 1334.434 45.12 9.89 1.52 1335.95 .00 - I- -I- -I- -I- -I- -I- -I- -I- - 19.488 .0120 .0089 .17 1.85 CriticalIFlow TopIHeight/ Depth I Width IDia.-FT Froude NlNorm Dp I "N" 2.19 .00 3.000 .00 .97 .013 I I 2.19 .00 3.000 .00 .97 .013 I I 2.19 .88 3.000 I I 2.19 2.99 3.000 - -I- -1- 1.84 .97 .013 2.19 2.99 3.000 - -I- 1.81 .97 .013 I I 2.19 2.98 3.000 -1- 1.68 .97 .013 2.19 2.96 3.000 1.56 1.70 .013 I I 2.19 2.95 3.000 1.49 1.71 .013 1 2.19 2.92 3.000 1.39 1.71 .013 Base Wt1 . INo Wth or I.D.I ZL IPrs/Pip - -I- -1 X-Falll ZR 'Type Ch *******1***** 1******* .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 - -1- I .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 - -1- .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE OW MI 011111 MI OW MS ON OM MS OM MN MIS BM OM lila taili 111/1 FILE: 429LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:1.7:16 429 SD FONTANA TRACT 16839 STORM DRAIN LINE A 100 YEAR STORM ***A*****k**A***k**A****************************************************************************************************** *******# I Invert Station I Elev L/Elem ICh Slope 1104.034 1332.822 10.533 .0120 1114.567 1332.948 5.249 .0120 1119.816 1333.011 1.564 .0120 1121.380 1333.030 JUNCT STR .0787 1128.880 1333.620 4.439 .0121 1133.319 1333.673 24 957 .0121 1158 276 1333.974 368 .0121 1158 644 1333.979 HYDRAULIC JUMP 1158.644 1333.979 4.347 .u121 Depth I Water I Q I Vel Vel (FT) I Elev I (CFS) I (FPS) Head -I- -I- -I- - I I 1 SF Ave I 1 1.923 1334.744 45.12 - -I- -I- -I 2.005 1334.953 45.12 - -I -I- -1- Energy I Super Grd.E1.l Elev HF ►SE Dpth *********1******* 1 9.43 1.38 1336.12 .00 -1 - I - .0079 .08 1.92 I I 8.99 1.25 1336.21 .00 -I- -I- -I- - .0070 .04 2.00 I I I 2.092 1335.104 45.12 8.57 - -I- -I- -I- -I- I I I 2.188 1335.218 45.12 8.17 -I- -I- -I- -I- I I I I I 1.14 1336.24 .00 -I- - .0062 .01 2.09 I I 1.04 1336.25 .00 -1- -1- .0058 .04 2.19 I I 2.528 1336.148 30.91 6.30 .62 1336.76 - -I- -I- -I- -I- -I- -I- .0056 .02 I I I 1 2.500 1336.173 30.91. 6.30 .62 1336.79 - -I- -I- -I- -I- -I- -I- .0053 .13 I I I I I 2.268 1336.243 30.91 6.60 .68 1336.92 -I- -I- -I- -I- -I- .0050 .00 I I I I I 2.268 1336.247 30.91 6.60 .68 1336.92 - -I- -I- -I- -I- -I- -I- I I 1 1.576 1335.555 30.91 9.48 I -I- -1- -I- .00 2.53 .00 2.50 .00 2.27 .00 1 1.40 1336.95 .00 .0108 .05 1.58 CriticalIFlow TopIHeight/ Depth I Width IDia.-FT Froude NINorm Dp I "N" 2.19 2.88 3.000 1.29 1.71 .013 I I 2.19 2.83 3.000 1.19 1.71 .013 I I 2.19 2.76 3.000 1.09 1.71 .013 I I 2.19 2.67 3.000 1.00 .013 I I 1.69 .00 2.500 .00 1.52 .013 I I 1.89 .00 2.500 .00 1.52 .013 I I 1.89 1.45 2.500 .65 1.52 .013 1 1.89 1.45 2.500 I I 1.89 2.41 2.500 1.44 1.52 .013 Base Wtl INo Wth or I.D.I ZL IPrs/Pip - -I- -I X-Falll ZR 'Type Ch *******I***** 1******* .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE 000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 - -I- .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 - -I- 1- .00 .00 PIPE I I .000 .00 1 .0 .00 .00 PIPE I I .000 .00 1 .0 I I .000 .00 1 .0 - I 1-- .00 .00 PIPE MO INS as OM WO 0111, ark ins ale Ilia gm sm me ow am Ow FILE: 429L1NE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:17:16 429 SD FONTANA TRACT 16839 STORM DRAIN LINE A 100 YEAR STORM ▪ ***********k**********************************k************************************************************************* ******** 1 Invert Station 1 Elev L/El.em ICh Slope 1 1162.992 1334.031 33.078 .0121 1 1196.070 1334.430 6.477 .0120 1 1202.547 1334.508 -1•- 11.707 .0120 1 1214.253 1334.649 -1- 5.387 .0120 1 1219.640 1334 .714 -1- JUNCT STR .1193 1 1224.300 1335.270 -1- 2.890 .0028 1 1227.190 1335.278 - 1- 4.220 .0028 1. 1231.410 1335.290 - 1- 5.733 .0030 1 1237.143 1335.307 -1- 95.737 .0030 Depth (FT) ******** Water Elev ********* 1..576 1335.60P 1.643 1336.073 1.666 1336.174 1.739 1336.388 1.818 1336.532 1.749 1337.019 1.870 1337.149 1.938 1337.228 2.000 1337.307 Q 1 Vel Vel (CFS) 1 (FPS) Head _1_ -1- 1 SF Ave *********I*******I******* 30 91 - -1- 1 30.91 1 30.91 8.89 - -1- -1- 1 30.91 - -1- 1 30.91 - -1- 1 24.50 - -1- 1 24.50 - -1- 1 29.50 -1- 1 24.50 - -1- 8.48 - 1- 8.08 - 1- 8.41 - 1- 8.02 - 1- 9.48 - 1- 1.40 .0102 9.04 1.27 .0094 1.23 .0087 1.12 .0078 1.01 .0090 1.10 .0109 1.00 .0102 7.87 .96 -1- .0107 7.80 .94 -1- .0119 Energy 1 Super Grd.E1.1 Elev -1- HF ISE Dpth *********I******* 1 1337.00 -1- .34 1337.34 -1- .06 1.91 1 1337.40 .26 - -1- .10 1.92 1 1337.50 .23 - -1- .04 1.97 .00 1.58 .27 1337.55 .20 - -1- .04 2.02 1 1338.12 .06 .03 1.81 1338.15 .04 .04 1.91 1338.19 .00 .06 1.94 1338.25 -1- 1.09 .00 2.00 CriticallFlow ToplHeight/IBase Wt Depth 1 Width )Dia.-FTlor I.D. -1- -1- -1- - Froude NlNorm Dp 1 "N" 1 X-Fall ********1********1*******1******* 1 1 1 1.89 2.41 2.500 - -1- -1- -1- 1.44 1.52 .013 1 1 1 1.89 2.37 2.500 - -1- -1- -1- 1.33 1.52 .013 1 1 1 1.89 2.36 2.500 - -1- -1- -1- 1.29 1.52 .013 1 1 1 1.89 2.30 2.500 - -1- -1- -1- 1.19 1.52 .013 1 1 1 1.89 2.23 2.500 - -1- -1- -1- 1.09 .013 1 1 1 1.75 1.33 2.000 -1- -1- -I- 1.00 2.00 .013 1 1 1 1.75 .98 2.000 - -1- -1- -1- .80 2.00 .013 1 1 1.75 .69 2.000 -1- -1- -1- .65 2.00 .013 1 1 1 1.75 .00 2.000 -1- -1- -1- .00 2.00 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 . 00 PIPE .00 .00 1 .0 P- IPE .00 1 .0 . 00 PIPE . 00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 . 00 PIPE . 00 1 .0 .00 PIPE .00 1 .0 .00 PIPE E'ILE: 429LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:17:16 429 SD FONTANA TRACT 16839 STORM DRAIN LINE A 100 YEAR STORM *****kk-F****************************************************************************************************************** ******** I Invert 1 Depth I Water Q Vel Vel Energy Super ICriticallFlow Top Height/IBase Wtl INo Wth Station 1 Elev I (FT) I Elev (CFS) (FPS) Head Grd.E1. Elev 1 Depth 1 Width - Dia.-FTIor I.D.I ZL IPrs/Pip _ _ - - -I- - - - - -I- -I- - -I- -I- -I L/Elem ICh slope I 1 SF Ave HF SE DpthlFroude NlNorm Dp "N" 1 X-Falll ZR (Type Ch *********1*********1********1********* ********* *******1******* ********* *******I********I******** *******I*******I***** I******* 1 I I I I 24.50 7.80 .94 1339.37 .00 1.75 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- I- .0117 .41 .00 .00 2.00 .013 .00 .00 PIPE I I I I I 24.50 7.80 .94 1339.98 .00 1.75 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- I- .0117 .40 3.33 .00 2.00 .013 .00 .00 PIPE I I I I 1 24.50 7.80 .94 1340.37 .00 1.75 .00 2.000 .000 .00 1 .0 _ - - -I- - - - -I- -I- - - -I- -►- I- .0117 .81 3.63 .00 2.00 .013 .00 .00 PIPE I I I I I 24.50 7.80 .94 1341.23 .00 1.75 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- 1- .0117 .18 .00 .00 2.00 .013 .00 .00 PIPE I I 1 24.50 7.80 .94 1341.50 .00 1.75 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- I- .0080 .05 .00 .00 .013 .00 .00 PIPE l 1 1 I I 14.68 4.67 .34 1341.89 .00 1.38 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- I- .0042 .07 .00 .00 1.58 .013 .00 .00 PIPE I I I I I 14.68 4.67 .34 1341.99 .00 1.38 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- 1- .0042 .01 5.32 .00 1.29 .013 .00 .00 PIPE I I I I I 14.68 4.67 .34 1341.99 .00 1.38 .00 2.000 .000 .00 1 .0 - - - -I- - - - - -I- -I- - - -I- -I- I- I I 1 1332.880 1335.590 2.840 1338.430 -I- -I- - 35.380 .0031 - I I I 1368.260 1335.700 3.334 1339.034 -I- -I- -I- - 33.740 .0030 1 1402.000 1335.800 3.629 1339.430 -I- -I- - 69.290 .0051 I I 1471.290 1336.150 4.139 1340.289 -I- -I- -I- - 15.510 .0052 I I 1486.800 1336,230 4.330 1340.560 -I- -I- -I- - JUNCT STR .0049 I I 1 1492.960 1336.260 5.290 1341.550 -I- -I- - 15.500 .0045 1 1 1508.460 1336.330 5.317 1341.647 -1- -I- -I- - 1..340 .0075 1 1509.800 1336.340 5.313 1341.652 -I- -I- -I- - FILE: 429LAT-A1.WSW WSPGW - EDIT LISTING - Version 14.06 Date: 9-10-2005 Time:11:24:39 9 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING 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 PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 HEADING LINE NO 1 IS - HEADING LINE NO 2.IS - HEADING LINE NO 3 IS - WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 429 SD FONTANA TRACT 16839 LATERAL A-1 100 YEAR STORM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1002.000 1333.650 1 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 1023.340 1333.770 1 .013 ELEMENT NO 3 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 1023.340 1333.770 1 * PAGE NO 1 PAGE NO 2 W S ELEV 1336.080 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1333.770 FILE: 429LAT-A1.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING 429 SD FONTANA TRACT 16839 LATERAL A-1 100 YEAR STORM 1 Invert I Depth I Water I Q I Vel Vel Energy I Super CriticallFlow Top►Height/ Base Wt Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.E1.1 Elev Depth I Width IDia.-FT or I.D. -I- -I- -I- -1- -I- -I- - - -I- - - -I- -I- - - - L/Elem ICh Slope 1 I I I SF Ave HF ISE Dpth Froude N1Norm Dp I "N" X-Fall *********1*********1********1*********1*********1*******1******* *********1******* ********1********I******* ******* I 1 1 I 1 I I I 1002.000 1333.650 2.430 1336.080 9.34 2.97 .14 1336.22 .00 1.09 .00-I-2.000- - .000 - 1- -I- -I- -I- -1- -I- - -i- - - -1- 21.340 .0056 .0017 .04 2.43 .00 1.06 .013 .00 I 1 I I I 1 1023.340 1333.770 2.346 1336.116 9.34 2.97 .14 1336.25 .00 1.09 .00 2.000 .000 - I- -I- -I- -I- r1- -I- - - -I- - - -I- -1- - - - - PAGE 1 Date: 9-10-2005 Time:11:24:42 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 1 .0 lam. .PIMP 11I1i Mir int 11111 01111 `OSu. `11111 1111111'tilt 11111 alai aft ,111111 SW, FILE: 429LAT-A2.WSW W S P G'W - EDIT LISTING - Version 14.06 Date: 3- 4-2006 Time:12:43:45 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) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 429 SD FONTANA TRACT 16839 LATERAL A-2 100 YEAR STORM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1002.000 1333.690 1 1336.080 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 1032.680 1334.310 1 ELEMENT NO 3 1S A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1032.680 1334.310 1 1334.310 PAGE NO 1 PAGE NO N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 We N -111111 - 11111 3rrr- MI AO Sri - tri :: M MI U FILE: 429LAT-A2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:43:50 429 SD FONTANA TRACT 16839 LATERAL A-2 100 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth I Water Q I Vel Vel Energy I Super CriticallFlow ToplHeight/IHase Wt INo Wth Station I Elev (FT) I Elev (CFS) I (FPS) Head Grd.E1.I Elev Depth I Width IDia.-FTIor I.D. ZL IPrs/Pip - - -I- - - -I- -I- - - -I- - - -I- -I- -I- - - -1 L/Elem ICh Slope I 1 SF Ave HF ISE Dpth Froude NlNorm Dp I "N" I X-Fall ZR 'Type Ch *********I********* ********I********* *********I*******I******* *********I***************1********I*******I******* ***** I******* I I I I I I I I 1002.000 1333.690 2 390 1336.080 10.02 3.19 .16 1336.24 .00 1.13 .00 2.000 .000 .00 1 .0 - -I- -I- -I- - - I- 21.3701 .0202 - -I- - - -I--I .0019 .04- --I 2.39 .00 %77 .013 .00 .00 PIPE I I I I I I I I 1023.370 1334.122 2 000 1336.122 10.02 3.19 .16 1336.28 .00 1.13 .00 2.000 .000 .00 1 .0 -I - - -I- - - -1- -I- - - -l- - - -I- -I- -I- - - I- 9.167 .0202 .0018 .02 2.00 .00 .77 .013 .00 .00 PIPE I I I I I I I 1032.537 1334.307 1.815 1336.122 10.02 3.35 .17 1336.30 .00 1.13 1.16 2.000 .000 .00 1 .0 - - -1- -I- -1- - - 1- .143 .0202 .0017 .00 1.81 .37 .77 .013 .00 .00 PIPE I I I I I I I I 1032.680 1334.310 1.812 1336.122 10.02 3.35 .17 1336.30 .00 1.13 1.17 2.000 .000 .00 1 .0 -I - - -I- - - -I- -1- - - -I- - - -I- -I- -I- - - I- NO WI Ilia NW NW NS 1111 at OM 1111. INC Mat NO MO ON Mt aft NW FILE: 929LA'r'-A3.WSW WSPGW - EDIT LISTING - Version 14.06 Date: 3- 4-2006 Time:12:47:52 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 PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WSPGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING 429 SD FONTANA TRACT 16839 LATERAL A-3 100-YEAR STORM WSPGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 1S A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1002.000 1335.160 1 1336.990 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.010 1335.480 1 .013 .000 .000 .000 0 ELEMENT NO 3 1S A SYSTEM HEADWORDS * U/S DATA STATION INVERT SECT W S ELEV 1018.010 1335.480 1 1335.480 I* NI 111111 II IN Mill Station L/Elem ********* 1002.000 4.790 1006.790 3.428 1010.218 2.579 1012.797 1.705 1014.502 HYDRAULIC FILE: 429LAT-A3.WSW W-S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING Date: 3- 4-2006 Time:12:47:55 429 SD FONTANA TRACT 16839 LATERAL A-3 100-YEAR STORM ********************A*******************************A***A************************************************************** ******** Q 1 Vel Vel 1 Energy 1 Super (CriticallFlow ToplHeight/IBase Wt (CFS) 1 (FPS) Head 1 Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D. Invert- Depth Water Elev (FT) Elev Ch Slope ********* *k****** ********* 1335.160 1.830 1336.990 .0200 1335.256 1.719 1336.974 .0200 1335.324 1.628 1336.952 .0200 1335.376 .0200 1335.410 JUMP 1014.502 1335.410 .213 .0200 1014.715 1335.414 1.901 .0200 1016.616 1335.452 1.056 .0200 1017.672 .338 1335.473 .0200 1.549 1336.925 1.479 1336.888 1.164 1336.574 1.164 1.211 1.261 - -I- -I- -I- -I- -I- -I- -I- -I- - I SF Ave( HP ISE DpthlFroude NiNorm Dp 1 "N" 1 X-Fall 1 1 1 1 1 1 1 13.36 4.43 .31 1337.30 .00 1.32 1.12 2.000 .000 - -I- -I- -I- -I- -i- -I- -I- -I- - .0031 .02 1.83 .48 .90 .013 .00 13.36 4.65 .34 1337.31 .00 1.32 1.39 2.000 .000 - 71- -I -I- -I- -I- -I- -I- -I- . 0034 .01 1.72 .57 .90 .013 .00 I I I I I I 1 13.36 4.88 .37 1337.32 .00 1.32 1.56 2.000 .000 - -I- -I- -I- -I- -I- -I- -I- -I- - .0037 .01 1.63 .65 .90 .013 .00 I I I I I I I 13.36 5.12 .41 1337.33 .00 1.32 1.67 2.000 .000 - -I- -I- -I- -I- -I- -I- -I- -I- - .0041 .01 1.55 .72 .90 .013 .00 I I I 1 I I I 13.36 5.37 .45 1337.34 .00 1.32 1.76 2.000 .000 - -I- -I- -I- -I- -I- -I- -I- -I- - I I I I I I I 13.36 7.04 .77 1337.34 .00 1.32 1.97 2.000 .000 - -I- -I- -I- -I- -I- -I- -I- -1- - .0085 .00 1.16 1.27 .90 .013 .00 1336.578 - -1- 1 1336.663 - -1- I 1336.734 - -1- I I I I I I I' 13.36. 7.04 .77 1337.35 .00 1.32 1.97 2.000 .000 -I- -I- -I- -I- -I- -I- -I- -1- .0080 .02 1.16 1.27 .90 .013 .00 I I I 1 I I I 13.36 6.71 .70 1337.36 .00 1.32 1.95 2.000 .000 -I- -I- -I- -I- -I- -I- -I- -I- - .0071 .01 1.21 1.17 .90 .013 .00 I I I I I I I 13.36 6.40 .64 1337.37 .00 1.32 1.93 2.000 .000 -I- -1- -I- -I- -1- -I- -I- -I- . 0063 .00 1.26 1.08 .90 .013 [No Wth ZL IPrs/Pip ZR 'Type Ch ***** 1******* 1 .00 1 .0 - 1- .00 PIPE I . 00 1 .0 -- 1- . 00 PIPE 1 .00 1 .0 - 1- . 00 PIPE 1 . 00 1 .0 - I- .00 PIPE 1 . 00 1 .0 - 1- 1 .00 1 .0 - 1- . 00 ' PIPE 1 .00 1 .0 -- I .00 PIPE 1 .00 1 .0 - 1- . 00 PIPE 1 .00 1 .0 - - 1- .00 .00 PIPE um kw ins mat au mai sm as as sok vet so mu uni mit lak FILE: 429LAT-A3.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1725 Date: 3- 4-2006 Time:12:97:55 WATER SURFACE PROFILE LISTING 429 SD FONTANA TRACT 16839 LATERAL A-3 100-YEAR STORM **k**'A***a*A*A**A****************************************************************A**************************************** *No*Wth* Depth Water I Q.I Vel Vel 1 Energy Super ICriticallFlow ToplHeight/IBase Wtl I (FT) Elev I (CFS) 1 (FPS) Head I Grd.E1. Elev I Depth I Width IDia.-FTIor I.D.i- ZL -IPrs/Pip -I- -I- - - -I- -I- -I- -I- - -1- -I- "N" 1 X-FallI ZR 1Type Ch 1 1 SF Ave' HF SE DpthlFroude NlNorm Dp I I 1 1 I 1.315 1336.795 13.36 6.10 .58 1337.37 .00_I- 1.32 -I- 1.90 -I-2.000-1- .0001- :00 I-1 .0 - - -I- -I- -I- -I- - - 1 invert Station I Elev L/Elem ICh Slope *********1********* 1 1018.010 1335.480 -1- PAGE 2 III WA IWO AM WIN Ole NS ASO flail MO Mit MIN FILE: 429LAT-A4.WSW CARD SECT CODE NO WSPGW - EDIT LISTING - Version 14.06 Date: 3- 4-2006 Time:12:57:26 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 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) TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 HEADING LINE NO 1 IS - HEADING LINE NO 2 1S - HEADING LINE NO 3 IS - ELEMENT NO ELEMENT NO ELEMENT NO WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 429 SD FONTANA TRACT 16839 LATERAL A-4 100 YEAR STORM WATER SURFACE 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 1002.000 1336.530 1 2 IS A REACH * * * U/S DATA STATION INVERT SECT 1038.780 1337.260 1 3 1S A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 1038.780 1337.260 1 - WSPGW PROFILE — ELEMENT CARD LISTING * * .013 W S ELEV 1341.220 - RADIUS .000 W S ELEV 1337.260 PAGE NO 1 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 FILE: 429LAT-A4.WSW W'S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1725 WATER SURFACE PROFILE LISTING 429 SD FONTANA TRACT 16839 LATERAL A-4 100 YEAR STORM ************************************************************************************************************************** Invert Depth Water 4 Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase Wt Station Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev Depth I Width IDia.-FTIor I.D. - - - - - - - - - - -I- -I- -I- - - -I- -I- -I- - L/Elem Ch Slope SF Ave! HF ISE Dpth Froude NINorm Dp I "N" I X-Fall ********* ********* ******** ********* *******k********I*******I*********I***************I********I*******I******* I I I 1 I 1002.000 1336.530 4.690 1341.220 10.03 5.68 .50 1341.72 .00 1.22 .00 1.500 - - - - -I- -I- -I- - - -I- -I- -I- 36.780 .0198 .0091 .34 4.69 .00 .91 .013 I' I I I I 1038.780 1337.260 4.295 1341.555 10.03 5.68 50 1342.06 .00 1.22 .00 1.500 - I- - - - - - - - - -I- -I- -I- - - -I- -I- -I- PAGE 1 Date: 3- 4-2006 Time:12:57:29 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 I 1 I 1 1 t 1 t 1 Sullivin Lane Capacity @ Node 153 --- Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\429.fm2 Sullivin Ln Capacity Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 1.07 ft. Station (ft) Elevation (ft) 0.00 12.00 12.00 14.00 34.00 54.00 56.00 56.00 68.00 Discharge 1.07 0.83 0.00 0.13 0.53 0.13 0.00 0.83 1.07 19.36 cfs Start Station 0.00 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Flow is divided. 0.011 0.44 ft 6.42 ft._, 36.24 ft 35.34 ft 0.44 ft- 0.48 ft 0.003126 ft/ft 3.01 ft/s 0.14 ft 0.58 ft 1.25 II03/04/06 01 :20:28 PM End Station 68.00 Roughness 0.011 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I c 1 X-Section Sullivin Lane Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:lhaestad\fmw\429.fm2 Sullivin Ln Capacity Irregular Channel Manning's Formula Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge ro m w 03/04/08 01:20:47 PM 1.2 0.011 0.005000 ft/ft 0.44 ft 19.36 cfs 1.0 0.8 0.6 0.4 0.2 0.0 \\, 00 10.0 20.0 30.0 40.0 Station (ft) 50.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 60.0 70.0 FlowMaster v5.15 Page 1 of 1 r Annapolis Way Capacity @ Node 152 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\429.fm2 Worksheet Annapolis Way Capacity Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.008300 ft/ft Elevation range: 0.00 ft to 0.97 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.97 0.00 27.00 0.011 7.00 0.83 7.00 0.00 9.00 0.13 27.00 0.49 Discharge 13.36 cfs Results Wtd. Mannings Coefficient 0.011 Water Surface Elevation 0.45 ft Flow Area 3.38 ft Wetted Perimeter 18.61 ft Top Width 18.15 ft Height 0.45 ft Critical Depth 0.53 ft Critical Slope 0.002945 ft/ft Velocity 3.95 ft/s Velocity Head 0.24 ft Specific Energy 0.70 ft Froude Number 1.61 Flow is supercritical. u' 04, 06 01:22:14 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 T e E e X Section Annapolis Way Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\429.fm2 Annapolis Way Capacity Irregular Channel Manning's Formula Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 03/04/06 01:22:21 PM 1.0 0.9 0.8 0.7 0.011 0.008300 ft/ft 0.45 ft 13.36 cfs 0.3 0.2 0.1 0.0 00 50 10.0 15.0 Station (ft) 20.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 25.0 30.0 FlowMaster v5.15 Page 1 of 1 a Pepperdine Drive Capacity © Node 151 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad1fmw\429.fm2 Pepperdine Dr Capacity Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 0.97 ft. Station (ft) Elevation (ft) 0.00 7.00 7.00 9.00 27.00 45.00 47.00 47.00 54.00 Discharge 0.97 0.83 0.00 0.13 0.49 0.13 0.00 0.83 0.97 24.71 cfs Start Station 0.00 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. Flow is divided. 0.011 0.48 ft 7.72 ft 39.81 ft 38.83 ft 0.48 ft- 0.51 ft 0.002986 ft/ft 3.20 ft/s 0.16 ft 0.64 ft 1.27 End Station 54.00 Roughness 0.011 03;04,06 FlowMaster v5.15 01 :23:53 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 t 1 1 1 1 X-Section Pepperdine Dr. Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw1429.fm2 Pepperdine Dr Capacity Irregular Channel Manning's Formula Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.0 C 0.9 0.8 C) 03/04/06 G1:24:02 PM 0.7 0. 0. 0. 0 0.011 0.005000 ft/ft 0.48 ft 24.71 cfs LII _ ._ _ .,_. „, =g 00 50 10.0 15.0 20.0 25.0 30.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 .0 FlowMaster v5.15 Page 1 of 1