The URL can be used to link to this page

Home My WebLink AboutTract No. 13974 Hydrology StudyDecember 11, 2000 00-34 CITY OF FONTANA COUNTY OF SAN BERNARDINO HYDROLOGY AND HYDRAULICS REPORT FOR VINTAGE PARK BUILDING I LOT 4 of TRACT 13974 42138 Tenth Street West Lancaster, CA 93534-7004 661.949.2525 Fax: 661.949.9775 TABLE OF CONTENTS INTRODUCTION Hydrology Analysis 1 0 Hydraulic Analysis 2.0 APPENDICES APPENDIX A Storm Runoff Calculations * 25-Year Frequency Storm Study * 100-Year Frequency Storm Study APPENDIX B ....Open Channel & Parkway Drain Calculations EXHIBITS A Vicinity Map B Y10 -10 Year 1 Hour Isohyetals C Y100 -100 Year I Hour Isohyetals D Hydrologic Soils Group Map E Hydrology Map - Optimal Conditions Introduction The project site is located at the Northeasterly corner of Cabernet Drive and Philadelphia Street, City of Fontana, California as shown on Exhibit A. The site will be developed as an industrial complex. Hydrology Analysis As shown on Exhibits B, C and D, the hydrological characteristics are listed as the following: 0 -Year, 1-Hour rainfall = 0.87 inch 25-Year, 1-Hour rainfall = 1.13 inches (see Figure D-2, Appendix A) 100-Year, 1-Hour rainfall = 1.27 inches Soil Group = B, CN - 98, Imp =99% Slope = 0.60 The 25- and 100-year storm runoffs for optimal developed conditions were calculated by using the method supplied in the San Bernardino County's Hydrology Manual (as shown in Appendix A). Based on the calculated 100-year storm runoff, open channels and parkway drains were proposed to minimize the impact of the optimal development as shown in Exhibit E. Exhibit E shows four drainage areas which were calculated for 25- and 100-year storm runoffs. Locations of open channels and parkway drains are also shown. Hydraulic Analysis Four project site drainage areas were identified. We are proposing open channels and parkway drains based on 100-year storm runoff. Area 1 0.85 acres with a calculated Q of 3.0 cfs Proposed: • Open channel 2.00' width by 0.50' depth discharge design 3.89 cfs. • Parkway drain 3.00' width by 0.31' depth discharge design 6.08 cfs. 1.0 Area 2 0.59 acres with a calculated Q of 2.1 cfs Proposed: • Open channel 2.00' width by 0.50' depth discharge design 3.89 cfs. • Parkway drain 2.00' width by 0.31' depth discharge 3.83 cfs. Area 3 4.13 acres with a calculated Q of 15.6 cfs Proposed: • Open channel 3.00' width by 0.50' depth discharge design 23.42 cfs. • Two parkway drains each 4.00' width 0.31' depth discharge design for each 8.34 cfs, for a total Q of 16.68 cfs. Area 4 0.19 acres with a calculated Q of 0.9 cfs Proposed: • Open channel 2.00' width by 0.50' depth discharge design 7.33 cfs. • Open channel connects to Area 3 open channel 2.0 APPENDICES APPENDIX A STORM RUNOFF CALCULATIONS APPENDIX B OPEN CHANNEL & PARKWAY DRAIN CALCULATIONS APPENDIX A STORM RUNOFF CALCULATIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1L, • Tc' 7100 --1000 - 90 — 900 ^- 80 — 800 - 70 — 700 _ 60 ri - 600 c _ 50 - 0 ^ - - -- 500 v - _ -35 - c— 400 `o — 30 m` 350 0 - -300 —20 c _ c- - 19 c - 0 _ 18 Single Family - 16 15 Commercial .c - o - 14 (Paved) m ▪ — 200 —13 - 1 _ 12 0,1 � � u II �tYi� Pi Development 80- Apartment 75- Mobile Home 65- Condominium - 60- Single Family-5,000 ft2 Lot — 7 40- Single Family-I/4 Acre Lot 35 - 20- Single Family -I Acre Lot _ 10 - Single Family-21/2 Acre Lot EXAMPLE: ( I ) L= 550, H= 5.0', K= Single Family (5-7 DU/AC) - Development, Tc=12.6 min. 6L p4 (2) L=550', H=50', K=Commercial „l �� 4 Development, Tc=9.7 min. �� (1) LIMITATIONS: 1. Maximum length =1000 Feet 2. Maximum area = 10 Acres Development or Zoning (K ) — 150 POEM —100 a H t9 500 400as 300 � Zs• v 200 Eoc 100 80 Cn� 60 Cro 30 0o 0 c 0 c 20 c 0 a• 10 e 6 25 - EA 9 ~ — 8 4 3 0 2 (/) Tc 5— (min) 7- 1 9- a ti 0 a. 0 0 to 0 u. Undev Good Cover Undeveloped Fair Cover Undeveloped Poor Cover SAN BERNARDINO COUNTY HYDROLOGY MANUAL 1.0 .8 .6 _ .4 0 • c .3 20 .2 90 u c w D-4_ KEY L-H-Tc-K-Tc' 25 30 — 40 = 0 • 0 E 0 4 c 0 F TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA Figure D-I Tc' —100 -1000 - 90 900 — 80 800 .770 — 700 60 - 600 E _ 50 0 o - 500 �... 0) o $ a 35 400 `o — 30 o_ 350 —25 v_ i E - 300 e — 20 C 19 —250 —17 2- —16 —15 .c —14 m _— 200 713 '�- —12 `.) —11 ma — 150 E.i 9 Y 1- tit? 10 MEND IMM IWO —100 LIMITATIONS: I. Maximum length 21000 Feet 2. Maximum area = 10 Acres Development or Zoning( K) K Undeveloped Good Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (5-7 DU/AC) Commercial (Paved) U — 500 g-400 _ 300 > — 200 od c Eon_ 100 so • • — 40 `c o-20 m 0- 0. = 6 PI 2, Pi Development 80- Apartment 75- Mobile Home 30 — m — 8 65- Condominium - E - 60- Single Family-5,000 ft2 Lot - 1= — 7 40- Single Family-I/4 Acre Lot 35 - - 20- Single Family -I Acre Lot — 6 10 - Single Family-21/2 Acre Lot- 40 — EXAMPLE= - 5 (1) L= 550=, H=5.0', K=Single Family (5-7 Du/AC) Development, Tc=I2.6 min. — 4 (2) L= 550, H= 5.0', K= Commercial Development, Tc=9.7 min. 1)LDL L Tc (min) 6 a 7—:. _ c _ 8 0 a. 9—c 10 — E II—L SAN BERNARDINO COUNTY HYDROLOGY MANUAL 3 0 0- 2 .12— c w - N 0 cusp � 13 - o -0 c -.3 ik1 15 : a 2 -2 % 16— c zo = jV /y 18— c 90 m KEY 20 19 in L-H-Tc-K-Te - c . •.. `i L. 40. - c 25 — c - u y„ _ p >• AV.cA2 TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA e Figure D-I Tc 100 1000 90 900 80 70 LIMITATIONS= I. Maximum length = 1000 Feet Tc 2. Maximum area = 10 Acres N (m a b H b Y a 700 b�� c ....Er— e o N Esc 0 600 50 •- w 60 E o 30 a .. 500 (/) 0 0 o 20 o 0 0 10 35 c a e " 6 K EL 4 400 `0 30 Undeveloped 3 `' Good Cover 0 m 2 y.. 0 350 25 Undeveloped 0 c 18 c c Fair Cover .6 ; / f 14 ° 300 E Undeveloped 0 c .3 �21 15 20 Poor Cover Io o .2 16 19 20 •-• E 18 Single Family 17 250 !" 17 (5-7 Du/Ac) m� 18 16 14 Commercial �.5 19 u .c 15 (Paved) `� o0 KEY 20 ~ m 200 13 m L-H-Tc-K-Tc' 0 °r.- `0 12 �21 +- II o c 25 u 0 10 c Pi Development 0 0 150 0 et 44000 0 300 r. 200 7 in (I) 12 13 y Development 100 E 80- Apartment 0 1- , _ 75- Mobile Home 30 0 65- Condominium 60- Single Family-5,000 ft2 Lot F 40- Single Family-I/4 Acre Lot 35 20- Single Family -I Acre Lot 10 - Single Family-21/2 Acre Lot EXAMPLE: (I) L= 550', H=5.0', K=Single Family (5-7 Du/AC) Development, Tc=12.6 min. (2) L= 550', H= 5.0', K= Commercial „ ,. Development, Tc=9.7 mint i ,y P& �' SAN BERNARDINO COUNTY HYDROLOGY MANUAL 40 TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA Figure D-I L Tc 600 c 0 100 90 80 70 60 50 35 0. N 400 `0 30 350 300 50 N 0 E 0 200 13 0 25 20 19 18 17 16 15 14 (1) 12 `1yl II 10 / Pi ,.Development 9 8,0- Apartment 75- Mobile Home 8 65- Condominium 60- Single Family-5,000 ft2 Lot 40- Single Family-I/4 Acre Lot 20 - Single Family -1 Acre Lot 10 - Single Family- 21/2 Acre Lot EXAMPLE: ( I ) L= 550', H= 5.0', K= Single Family (5-7 Development, Tc=12.6 min. (2) L= 550', H= 5.0', K= Commercial Development, Tc=9.7 min. LIMITATIONS' 1. Maximum length =1000 Feet 2. Maximum area = 10 Acres Development or Zoning (K ) Undeveloped Good -Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (5-7 DU/AC) Commercial (Paved) a � H U. 400 8 N 300 200 o 0.0= Eon oiso m Cr 40 o .0 c 0 0 c 0 P 90 c 0 0 100 80. 60 6 2 1.0 .8 .6 .4/ KEY L-H-Tc-K-'re SAN BERNARDINO COUNTY HYDROLOGY MANUAL DU/AC) Tc 5 (min) 10 1I 13 �14 15 16 17 18 19 20 25 30 35 40 c ti 0. 0 0 0 0 a N L 0 u of concentratlo E 1 ' g 1'4 TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA Figure D-1 3.5 3 2.5 cn w U Z Z_ = 2 H 0 w J —J u 1.5 Z CC 0.37 0.5 0 • / /. /3 2 3.5 2.5 1.5 0.5 0 5 10 25 50 100 RETURN PERIOD IN YEARS /.27 NOTE! I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR 0.95" AND 100-YEAR CNE HOUR ■ I.60", 25-YEAR ONE HOUR s I.I8". REFERENCE'NOAA ATLAS 2, VOLUME SE-CAL.,1973 SAN BERNARDINO COUNTY HYDROLOGY MANUAL RAINFALL DEPTH VERSUS RETURN PERIOD FOR PARTIAL DURATION SERIES D-7 FIGURE D-2 - AINFALL INTENSITY ( INCHES / HOUR , 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.9 0.8 0.7 0.6 Immo • rs SLEW, mini ..w7 .,• ,1 • • n�pyAt.�, n mTTTQi. n 0.5 0.4 0.3 0.2 0.1 2 immommuirkit:--1= hnimasual • Baas ligijo7imumw 16. • w■w-�- �.�w wwar�rn�uutink. :..ERiIt'H1�'�• 3 4 5 6 7 8 9 10 20 30 STORM DURATION (MINUTES) DESIGN STORM FREQUENCY= 1O YEARS ONE HOUR POINT RAINFALL = � _INCHES LOG —LOG SLOPE =0.60 PROJECT LOCATION = 7R./377¢ Lots ¢ SAN BERNARDINO COUNTY HYDROLOGY MANUAL 2S■ !./3 boa 4.27 40 50 60 70 80 91 YEARS INCHES INTEN:31TY - DURATION CURVES CALCULATION SHEET .. ., s=t(an-� 25-Year Frequency Storm OM TUDY FORM SAN BERNARDINO COUNTY HYDROLOGY MANUAL STUDY NAME: Z5 -YEAR Tiw cT /377¢ LvT¢ STORM 1-HOUR RAINFALL(INCH)= -8. 4/3; ,/./, SLOPE: J -6o Calculated Checked by .P� Date /Z // vo by Dais Page of Concentration Area (Acres) Soll Typs Dev. Type Tt min. Tc min. I In/hr Fm in/hr F. avg. Q Total Flow Path Leftpth Slope ft./ft. V fl✓sac. Hydraulics and Notes Point Subarea Total /l `c9 / O.0 3- o-8.5 B 8.7 3. 6- o- C?3 0. 08 /la 2.7 r — — i/7/74;/,47/ca A'/'eq Z - 0.59 0,..5 7' 8 8.'' 3 .7 D. oB o,)b? / 9 /ha 4 //z //,,/,qr�-r �%c9 ¢ •/.3 ¢-/3 5 /"� �, 9 A .>,8 0.06 o,oB /3.B - /h/ >l,1r� /47` c--9, d. /9 O, / 9 B /hi/ 5.6 4,T D oB a.a6 0,8 1 7 n - 1 100-Year Frequency Storm INN MIR NM NMI MI IIIMI Nil INS IMO NMI MO NM MN INN MIMI MIN MINI NMI RATIONAL METHOD STUDY FORM SAN BERNARDINO COUNTY HYDROLOGY MANUALPage STUDY NAME: /oo -YEAR Tra/ /3"74 La7 STORM I -HOUR RAINFALL (INCH): -='''""'" /-Z7 ; SLOPE = = /1, Go Calculated Checked by .QG Dote 1z./l o0 by Dote _ of Concentration Area (Acres) Soil Typs Dev. Type Tt min. Tc min. I In/hr Fm in/hr Fre avg. 0 Total Flow Path Length ft Slope ft./ft. V flltee. Hydraulics and Notes Point Subarea Total /.%c- / O*8S d,s?_ 45 //id ,S,7 ¢,v o o,.-15 o.o 3.0 t..7. /.? /Wi:y Effillal iffirlINIMPAI - //7/74/.0-c. O. S9 U•S ' B . 8.6 ¢ 1 / 0..0. p, aS Z ' / --- II A // - , =1• ,, r/' O•/ 9 £ In ✓r•G 5%3— O. De 65,a3 a i 1 r • e■ 7 APPENDIX B OPEN CHANNEL and PARKWAY DRAIN CALCULATIONS Worksheet • Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "1" PARKWAY DRAIN Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.020000 ft/ft 0.31 ft 3.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 6.08 0.93 3.62 3.00 0.50 cfs ft2 ft ft ft 0.004553 ft/ft 6.53 ft/s 0.66 ft 0.97 ft 2.07 I1/01/00 FlowMaster v5.15 4:25:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "1" OPEN CHANNEL Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.005000 ft/ft 0.50 ft 2.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 3.89 1.00 3.00 2.00 0.49 cfs ft2 ft ft ft 0.005315 ft/ft 3.89 ft/s 0.23 ft 0.73 ft 0.97 1 /01/00 :26:59 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "2" PARKWAY dRAIN Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.020000 ft/ft 0.31 ft 2.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 3.83 0.62 2.62 2.00 0.49 cfs ft2 ft ft ft 0.005311 ft/ft 6.18 ft/s 0.59 ft 0.90 ft 1.96 11/01/00 4:28:17 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "2" OPEN CHANNEL Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.005000 ft/ft 0.50 ft 2.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is subcritical. 3.89 cfs 1.00 ft2 3.00 ft 2.00 ft 0.49 ft 0.005315 ft/ft 3.89 ft/s 0.23 ft 0.73 ft 0.97 I1 /01 /00 4:29:56 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet • Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "3" & "4" OPEN CHANNEL Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.069000 ft/ft 0.50 ft 3.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 23.42 1.50 4.00 3.00 1.24 cfs ft2 ft ft ft 0.005115 ft/ft 15.61 ft/s 3.79 ft 4.29 ft 3.89 I1/01/00 FlowMaster v5.15 3:44:59 PM Haestad Methods. Inc. 37 Brookside Road ' Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "3" & "4" PARKWAY DRAIN Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.020000 ft/ft 0.31 ft 4.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 8.34 cfs 1.24 ft2 4.62 ft 4.00 ft 0.51 ft 0.004171 ft/ft 6.73 ft/s 0.70 ft 1.01 ft 2.13 I12/12/00 12:44:46 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Rectangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0034.fm2 AREA "4" OPEN CHANNEL Rectangular Channel Manning's Formula Discharge Input Data Mannings Coefficient Channel Slope Depth Bottom Width 0.013 0.017800 ft/ft 0.50 ft 2.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 7.33 1.00 3.00 2.00 0.75 cfs ft2 ft ft ft 0.005712 ft/ft 7.33 ft/s 0.84 ft 1.34 ft 1.83 11/01/00 FlowMaster v5.15 3:46:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 EXHIBITS A VICINITY MAP B Y10 - 10 YEAR 1 HOUR ISOHYETALS C Y100 - 100 YEAR 1 HOUR ISOHYETALS D HYDROLOGIC SOILS GROUP MAP E HYDROLOGY MAP - OPTIMAL CONDITIONS (Scale 1 "=80') SAN BERNARDINO FWY 10 MARLAY AVENUE PHILAOELPHIA STREET MULBERRY AVENUE PROJECT SITE VICINITY MAP NOT TO SCALE 731HY460.12GN EXHIBIT A