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Home My WebLink About17725 Foothill BlvdHYDROLOGY STUDY AND HYDRAULIC CALCULATIONS Axv 17725 FOOTHILL BOULEVARD FONTANA,CA SE Corner of Foothill Blvd. and Alder ave APN 0246-011-22-0000 & 0246-011-09-0000 CUP # 08-017 ASP # 08-022 =4=19TATZ-14-9 ": KAMAL McHANTAF, P.E. 23315 SARATOGA SPRINGS PLACE MURRIETA, CA 92562 (951) 304-0413 June 02, 2010 1. DISCUSSION See Attachment A for site layout. The drainage area considered for calculation is the total area of the site within the property lines. The total drainage area is divided into 4 contributory drainage areas (Al, A2, A3, & A4), where Al is the Canopy roof that drains into a pipe (Pl) that is connected to a catch basin (CB1), this catch basin (CB1) collects the surface drainage of A2 and takes the All and A2 runoff thru a pipe (P2) to a catch basin (CB2), this catch basin (CB2) collects the surface drainage of A3 and delivers the Al, A2, and A3 runoff thru a pipe (P3) to a catch basin (CB3), this catch basin (CB3) collects the surface drainage A4 and takes the All, A2, and A3 runoff thru a pipe (N) to the storage tank. The storage tank sends the runoff to the storm treat system for treatment and infiltration. If the runoff exceeds the storage capacity, then we have 2-8" overflow pipes that connect to under sidewalk drains on Alder Avenue.. 11. FINDING THE PEAK RUNOFF Q Minimum Recurrence Intervals (Storm Frequency) used: 25 years Drainage Area: 42275 ftA 2 = 0.97 acres Rational Method of determining Peak Runoff Basic Assumptions, drainage area should not exceed one square mile the peak flow occurs when the entire watershed is contributing runoff the rainfall intensity is uniform over a duration of time equal to or greater than the time of concentration. Q25= C (I - F .. ) A where: C= 0.9 is the Linear Correlation Coefficient that relates the rational method Q to the calibrated unit hydrograph Q at 640 acres. I= Intensity is usually expressed in inches per hour for a specified return interval (frequency). The rainfall intensity is based on duration of rainfall equal to the Tc of the concentration point. Typically, the rainfall intensity is derived from depth duration - frequency data. Tc= time of concentration is defined as the time of travel for normal depth flows from the most remote part of the watershed to the point of concentration. To estimate flow velocities, Figure 4-1 is provided. A simple determination of Tc may involve the division of length of travel by estimated velocity of travel. Many watersheds will exhibit varying types of ground cover, channel characteristics, vegetation and slopes; all of which can significantly affect the velocity of travel. In the more complex cases, the designer must develop a composite Tc for subsequent watersheds. The time of concentration has a practical minimum of 5 minutes. If calculated Tc is less than 5 minutes, the 5 minute intensity shall be used. Figure 4-3 is a schematic representation of this characteristic. Initial assumption: Assuming Tc=5 min., then From the NOAA resources (see Attachment B) the Rainfall Intensity for Kaiser -Fontana is: I = 4.56 in./Hr. Fm= Maximum Loss Rate. For areas less than 640 acres a loss rate maximum of 0.2 shall be used. Q25 = 0-9 (4.56 — 0.2) (0.97) Q25 = 3.8 ft 3 /sec The Slope is equal to 0.5% (conservative) Using the attached Figure 4-1, For Q=3.8 and Slope=0.005, the velocity is: 1.4 ft/sec The Length of Travel is equal to 360' Tc=Length of Travel/velocity= 360/1.4 = 257 sec = 4.3 min < 5 min. Therefore, initial assumption of Tc is OK. 4 Therefore, Tc=5.0 minutes is OK 111. SIZING THE CATCH BASINS See attached Site Layout: A1=6.65% A2=10.02% A3=1.09% A4=l00%-A1-A2-A3=82.24% We have ' ) Catch Basins: Catch Basin #1: 6.65% + 10.02% = 16.67% Contributing Area Catch Basin #2: 1.09% Contributing Area Catch Basin #3: 82.24% Contributing Area For a 18"x 18" Catch Basin and Q=O. 1 667(3.8)=0.63 L=1.5' W=1.5' P=2(W+L) (no curb) 4 P=2(l.5 + 1.5) = 6 ft. (use 50% for clogging P=-3 )) A=2.25 ft^'- (use 50% for bars A=1.13) Using Figure 5-18 and For Q=0.62 (use Q=1) and P=3.0 ft 4 the Depth of Water d= 0.24ft ACCEPTABLE 4 OK Catch Basin 91 and Catch Basin 92 are OK For a 2'x7.5' Catch Basin and Q=0.8224(3.8)=3.13 L=7.5' W=2' P=7.5' (with curb) (use 50% for clogging P=3.75) A=(7.5)(2) = 15 ftA?. (use 50% for bars A=7.5) Using Figure 5-18 and For Q=3.13 and P=3.75 ft -+ the Depth of Water d= 0.4-2 ft < 0.5 ft -+ OK IV. SIZING THE OUTLET PIPES We have 4 proposed Pipes Pipe #1: Q� 0.0665(3.8)= 0.25 ft')/sec Pipe #2: Q= (0.0665+0.1002)(3.8)= 0.63 ft'l/sec Pipe #3: Q= (0.0665+0.1002+0.0109)(3.8)= 0.67 ft3/sec Pipe 94: Q= 1(3.8)= 3.8 ft3/sec Using The Manning's Equation: Q = (1.486/n) R 2/3S1/2 Using Table 5-7, the Manning's Coefficient for SDR35 PVC Pipes n=0.012 Assume The pipe slope= 0.005 ft/ft Hydraulic Radius R= A / Pw = (Pl)(D 2 / 4)/( (Pl) D) = D / 4 where D = Diameter of pipe Substituting D/4 for R and rewriting the Manning's Equation Pipe 91: D=4 [nQ/(1.486S 1/1)11/2 4 D= 0.02 ft=0.25" USE D=399 Pipe 42: D = 4 1 n Q / (1.486 S1/2)13/2 + D= 0.08 ft=1" USE D=3" Pipe -43: D = 4 n Q / (1.486 S 1/2) ] 3/2 4 D= 0.09 ft=1.08" USE D=3'9 Pipe #4: D=4 [nQ/(1.486S 1/2) ] 312 + D= 1.14 ft=13.68" USE 2-D=10" V. SIZING THE UNDER SIDEWALK DRAIN Storage Tank Capacity = 602 cubic feet Storm Treat Capacity = 1390 gallons (185 cubic feet) The Storage Tank will supply the Storm Treat system and the overflow will go to the street providing 2 Under Sidewalk Drains. Using Te 5.0 min + [(602 cubic feet + 185 cubic feet)/(3.71 cfs)]/(60 sec/min) 8.53 minutes I = 3.79 in/hr. (from Appendix B) 3 Q25 = 0-9 (3.79 — 0.2) (0.97)=3.1 3 ft /sec Manning's equation gives D = 4 1 n Q / (1.486 S 1/2) ] 3/2 + D= 0.855 ft=10.26" USE D=10.26" For D=10.26", the Cross -Sectional Area= 3.1416*(10.26*10.26)/4=83 square inches Using 2-8" diameters connecting the storage tank with the Under Sidewalk Drain, the Cross -Sectional Area= 2[3).14l6*(8*8)/4]=l00 square inches > 83 OK The Under Sidewalk Drain Cross -Sectional Area is: (W=15.125") x (H= 3.5") = 52.9375 square inches Since we are providing 2 Under Sidewalk Drains, The total Cross -Sectional Area= 2 x 52.9375 = 105.875 > 83 square inches OK Therefore, 2 -Under Sidewalk Drains (Rectangular Pipe Size 3) are to be used. VI. CONCLUSION Standard Urban Storm Water Urban Mitigation Plan (SUSMP) considers 0.2 to 0.75 in/hr of rainfall intensity that will produce a volume to be stored in both the Storage Tank and the Storm Treat system. The catch basins are equipped with special filters to pick up oil and grease and in turn the Storm Treat will clean the water before it infiltrate to the underground system. The parking lot will not flood at all since 90% of the site is higher than the back of walk at the southwest corner. The total lot area is less than an acre (it is 0.97 acres) the system provided is adequate for underground infiltration as recommended by the manufacturer. opal Local Drainage Values of Manning's "nw MATEIRIAL/CONVEYANCE TYPE In' Value PIPE'S ACT Asbestos -Cement Pipe . . . . . . . . . . . . . . . . . 0.013 Plastic Pipe (smooth) . . . . . . . . . . . . . . . . . . . 0. 012 a.P Full Asphalt Spun Lined . . . . . . . . . . " . . . . . . 0-0f CVP Not Lined 2-2/3" x 1/2" Corrugations . . . . . . . . . . . . . . . . 0.029 3" x 1" Corrugations . . . . . . . . . . . . . . . . . . . 0.032 6R x 2" Structural Plate . . . . . . . . . . . . . . . . . 0.040 9" x 2-1/2" Structural Plate . . . . . . . . . . . . . . . 0.044 RC Pipe Spun . . . . . . . . . . . . . . . . . . . . . . . . 0.014 RC Pipe Drycast . . . . . . . . . . . . . . . . . . . . . . 0.014 PCC Box & Arch Sections Trowel Finish . . . . . . . . . . . 0.014 PCC Cast -in -Place Pipe . . . . . . . . . . . . . . . . . . 0.015 SRP. . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.015 PCC Trap . . . . . . . . . . . . . . . . . . . . . . . . . . 0.015 Vertical Wall Channel 0.014 PAVING Asphalt Pavement . . . . . . . . . . . . . . . . . . . . . 0.017 PCC Pavement . . . . . . . . . . . . . . . . . . . . . . . 0.015 PCC Gunite (Smooth) 0.016 OTHER Greenbelt -maintained Turf . . . . . . . . . . . . . . . . . 0.030 Greenbelt -heavily Weeded No Brush . . . . . . . . . . . . . 0.040 Trapezoidal Channel With Pipe & wire Revetment ... . . . . . 0.025 Cobbles Flush Grouted . . . . . . . . . . . . . . . . . . . 0.020 Sand -Fine, Silt or Loam . . . . . . . . . . . . . . . . . . 0.020 Average River Sand and Gravel . . . . . . . . . . . . . . . 0.025 Rip Rap . . . . . . . . . . . . . . . . . . . . . . . . . . 0.035 Flash Grouted Rip Rap . . . . . . . . . . . . . . . . . . . 0.020 Sa:�ked Concrete . . . . . . . . . . . . . . . . . . . . . . 0.025 Valley with Light Vegetation and Gravel . . . . . . . . . . 0.040 Moderate Brush, Trees & Boulders . . . . . . . . . . . . . 0.045 Heavy Brush, Trees & Boulders . . . . . . . . . . . . . . . 0.070 Flood Plain Pasture or Cultivated . . . . . . . . . . . . . 0.040 Heavy Weeds_,_Light Brush 0.050 Table 5-7 Note: Refer to OCFCD Design Manual for composite sections of varying roughness. - -------------------------- - -- - -- - -- FOOTHILL BOULEVARD �k 21 - Al TYPE ADAP7FR SIZE J (1( k,7 PER C17Y—,' 7D. 01 '': STORY 7PEA T (1 0 GALL Pi UDER LK DRAIN n n 1;.-R CITY S7Z� 01 \—P4 PJ P2 VAJ �LOfl4g� [��NK 20 x7 i4. J) A2 NET DRAINAGE AREA = 42,275 SOFT = 0. 97 ACRES A l = 2,812 SQFT A2 = 4,2J7 SQFT AJ = 460 SOFT A4 = NET DRAINAGE AREA — Al — A2 — AJ J4,766 SQFT LAYOUT - ATTACHMENT A Attachment B Precipitation Frequency Data Server X, POINT PRECIPITATION FREQUENCY ESTIMATES FROM NOAA ATLAS 14 FONTANA KAISER, SOUTHERN CALIFORNIA (04-3120) 34.0833 N 117.5167 W 1089 feet from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yelda, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Thu Apr 29 2010 Confidence Limits -] Seasonality Location maps Other info. I GIS data I Maps I Does Return to State Map Precipitation Intensity Estimates (in/hr) ARI* (years) mm 10 inia : IL5, � niin afln F!]F!19RPh-r 0 24 0 16 7IF7 OF 171 0 06 FRF7 0 04 [91 brr [ t 1 hr FO 071 Z ZI __a do 44y] 1 1.79 1.36 1 E-2 0.76 0.47 OF35 OF29 0.22 F015 0.09 [07-0-510.03 0.02 0.02 0.01 0.01 0.01 0.01 2 12.28F - FOO 5] 173 ��Fo- - FOO 21 F5702F5 66 Fo. 5-37 5-28 5 19 5-12 5.57 5-54 6-63 3-52 5-51 5-51 5.751 F5.51 3.01 2.29 1.90 1.28 FO7-9� OF57 � FO4-7 � OF35 '� -� OF25 --] FO 16 -1 F01 0 -� OF06 -1 OF04 7003]FO 702F6702 F001 FO 01 3.641 .77 2.29 1.5]4[0-95F 667 To 56F - I --] 42F 629 R --] F519 --] Fo 12 -1 568 F -� o 55 F 15 --RF 762F 762F 761 6-51 4.56 1.9:3:]MF 0 6� 8 FO50�F 03 6� FO24� OF, 51 FoogTo 07 7 5 551F57 03 0 02 F -T67 02 0 0 F 2� 50 5.34 .07 F336F2 276 F�� OF95 OF78 F57 FO 746F027Fo 177 OF I I M --] FOO 8F606 -� -� FO03FO3 002 002 100 6.20 k.721F3.790 --IF751FIF7 .63 1.63 1.09 0.89 0.64 0.45 F 0.31 W7E�F7FW7F-IF70.03 0. 13 0.09 0.07 0.04 0.03 0.03 0.02 7.15 r5414 F5-0� F51- -51 F5708 FO 075 FO 074 FO 703Fo-031 EgE�� F1 441 F11 6 FO8 2� FO5 8� OF 379 FO2 5] OF 17] E� FO 079 FO 075 OF04 F 4 F 3] 0 * These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Documen for more information. NOTE: Formatting forces estimates near zero to appear as zero. Upper bound of the 90% confidence interval Precipitation Intensity stiniates (in/hr) 1 Tfl�5 3 ? Fiq]�1�20 3 12 124 1148 1 4 7 : 10 30 [ Z45 60 F'T"Fmm 1hr I hr I hrF 0 [Z Z min 1(years) 1 mm I mm um Q IMMI da]y[da]y day:0a da da da 0 24 0 16 7IF7 OF 171 0 06 FRF7 0 04 07031 02'F-� T67 0 01 FO 071 FO 071 -1 FOO 1 F03-1]F021JF014�F0078 FO05]FO03]FO073 FO02]0.01 F 0-01 0.01 - - FO 753Fo-3 91 FO2 8] -- - FO 191 F01 1] - FOO 7] - FOO 5] - FOO 4� - FOO 21 F5702F5 761 -- Fo 5 11 Page I of 5' http://hdsc.nws.noaa.govlcgi-binlhdselbuildout.perl?type--idf&units=us&series=pd&statename=SOUTHER +CALIF01LNIA&stateabv--sca&st... 4/29/2010 Precipitation Frequency Data Server These precipitation frequency estimates are based on a partial duration series, ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Lower bound of the 90% confidence interval Precipitation Intensity Estimates (in/hr) I,A-R7I** �:J[M:1? OM] 60 n I Z3? [1-=-]l 12ZO [-h-3]r--6--fh-1fl 24 48 4 7Y 11 M21 [d3 0 45 n [M:l i5� 1 0 1 da da da da da r day ay]IZ 1(years mm min min hr I hr I hr hr ffh8r]R[C71R1x T] 0.02 F37-11 T3, 70 F5786 FoR4 40 F670727F67 F 16F6 171 08F57 F67 06F67 03F -03F -16-02F-02 --] -1 50 5.98 .55 3.76 2.53 F - F2941F1 1.57 1. 10.87 - 8�2 IF271 OF991 0.64 0-7 11 0.45 OF571 0 31 0 3 5 F7F--1FWWRF7F--W--� 0.19 0 22 0.13 0 14 0.09 0 10 0.07 0 08 0.04 0 05 0.03 0 0.03 003 0.02 0.03 Fo - 761 Foo -11 F5779 FO5-61 FO3-9] FO2-5] OF176 F01-2� Fo -6-9 I OFO-51 E R FOO-4� OFO-31 FOO 3] FOO 2] F72-61 6FO-01 F 074 F23- �o F761 IF 2 9 1 FO9 �1 F57 41FO45Fo -1 279 FO1 9 R FOI 4 R5.11 oFo-61 Fo --o-51 Fo - 754F --o-41 OF06 FO7.04 FO.703 FO7.02 0.02 0.01 The upw bound of the confidence interval at 90% confidence level is the value which 5% of the simulated auantile values for a aiven freauenc These precipitation frequency estimates are based on a partial duration series, ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Lower bound of the 90% confidence interval Precipitation Intensity Estimates (in/hr) I,A-R7I** �:J[M:1? OM] 60 n I Z3? [1-=-]l 12ZO [-h-3]r--6--fh-1fl 24 48 4 7Y 11 M21 [d3 0 45 n [M:l i5� 1 0 1 da da da da da r day ay]IZ 1(years mm min min hr I hr I hr hr ffh8r]R[C71R1x T] F5786 FoR4 FZW633 2�57617 Fo I Fo 17, F556T-6-1 4F7F- 6 53 562 551 FW-� 55, 6-61 0.01 Fo - 761 Foo -11 FOI 01 FOO 71 FOO 4] FOO 3] FOO 2] FOO 2� FOO 1] FO 071 OF06 FO7.04 FO.703 FO7.02 0.02 0.01 E 5.39 O±!OJF3 379 F2 8F1741 FO 96 FO7 8F577 0 40 0 27 OF, 7� -1 OF, 1 OF08 5 06 0 03 o 03 OF072 -1 OF02 F6. 174 4. 6 F77 3.86F27.60 [1.6fl�FO.63 7 FO��4 F --]F 0.30 0.19FO. 1 172 0.09 F7F7F--j7jF7 0.07 0.04 0.03 0.02 0. 7,241 ( are greater than. The low bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than. " These prec�ipitation frequency estimates are based on a Oft duration maxima series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Text version of tables Page 2 of S.- , http://hdsc.nws.noaa.govlcgi-binlhdsclbuildout.perl?type--idf&units=us&series=pd&statename=SOUTHERN+CALIFORNIA&stateabv--sca&st... 4/29/2010 Precipitation Frequency Data Server 7 R 3 2 0.7 0.2 .1 U1 :05 .03 .02 CL - 01 .001 Thu Apr 29 19:07:49 MO Maps - Partial duration based Point IDF Curves - Version: 4 34.0633 N 117M67 W 1089 ft r- r- f I m m m go m it �-� 'T f a, %, 8 A w CO (M V 06 Ourail14 t ion 14 (M m V Average Recurrence Interval (years) I -War 5 -gear 25 -year -B- iOO-gear 500 -gear 2 --year 10 -year 50 -year 200 -year 1000 -year Page 3 of 5 http://hdsc.nws.noaa-govlcgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&statename--SOUTHERN+CALIFORNIA&stateabv--sca&st... 4/29/2010 Precipitation Frequency Data Server 4Location i 20-W 110-W 10" q01 -W I i 7.f:;"W 117.Ji"W 117.4"W Other Maps/Photographs - I I Page4of5- F F P ,0.W 70"W These maps were produced using a direct map request from the U.S. Census Bureau Mapping and Cartographic Resources Tiger Map Serve . Please read d&isclaimerfor more informatioa LEGEND State Connector County Stream Indian Resv Military Area LaRSFrOnUlocean National rarK Street Other Park Expressway City Highway 0 12 C I qunty 16 18 Mi �c Scale 1:228583 14 16 orle 1houtKimon . *average --true scaie n& on monit read View USGS digital ortho photo _qundrangk DM covering this location from TerraServer; USGS Aerial Photograph may also be available from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USG.S for more information. http://hdse.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&statename�--SOUTHERN+CALIFOR,NIA&stateabv=sca&st... 4/29/2010 Precipitation Frequency Data Server Watershed/Stream Flow Information - Find the Watershed for this location using the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation frequency results are based on datafrom a variety of sources, but largely NCDC Thefollowing links provide general information about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study, please refer to NOAA Atlas 14 Document. Using the National Cfimatic Data Center's (NCDQ station search engine, locate other climate stations within: +/-30 minutes I ... OR... +/-1 degree I of this location (34.0833/-117.5167). Digital ASCII data can be obtained directly from NCDC. Hydrometeorological Design Studies Center DOONOAAMational Weather Service 1325 East-West Highway Siliver Spring, MI) 20910 (301) 713-1669 Questions?: HDSC.Questions a)noaa. C--&Qy Disclaimer Page 5 of 5 http:llhdse.nws.noaa.govlcgi-binlhdsclbuildout.perl?type--idf&units=us&series=pd&statename=SOUTHERN+CALIFORNIA&stateabv--sca&st...412912010 w 10 a 4 3 0.1 0. 96 .1 H 4 a 10 zu aw ww DOMM CL t" 3/Z GRATE "LET CAPACM IN SM CONDMONS (Table assumes no clogging-) 5-51 Figure 5-18 WE MOORE ONNIEN W A P 2 0, V, i. VA0,00' r- o cu've 00- pon4d w �00 16 'PANNE A a =M WMIM AREA P a 2W + L c WITH CURB) Pattw+L) (WITHOUT CURB) 4 a 10 zu aw ww DOMM CL t" 3/Z GRATE "LET CAPACM IN SM CONDMONS (Table assumes no clogging-) 5-51 Figure 5-18 ---- - ---- - ------- . ..... . . ......... . .......... on