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VUP Village Animal Hosp.a K { r � I I` ll I � \v- �\ , - Zc', : k< ZI/ IN THE CITY OF LA QUINTA, CALIFORNIA pHEUMNARY HYDROLOGY OOLOO COY REPOO RT FOR QM MAL HOSINTAL IN THE SE 1/4 OF SECTION 1, T6S, R6E, SBM doMopa # received OCT 15 2009 City of La 6hinta . pKaling Depcutmer t 0 w AVENUE 50 3 0 x � W W MME v CALLE TAMPICO AVENIDA MONTEZUMA , 1AVENUE 52 VICINITY MAP NTS SADI 78080 CALLE AMIGO, SUITE 102 LA QUINTA, CA 92253 NGINEERING (760) 771-993OFFICE (760) 771 -9998 FAX CIVIL AND STRUCTURAL ENGINEERING - PLANNING - SURVEYING QRpFESS /p k9 • ��P�O �9y E`ci W No. 47834 = m PREPARED UNDER THE DIRECT SUPERVISION OF a EV. 12/31109 sl CIVIL QF' C \FCS ESSI SHAHANDEH - CIVIL ENGINEER - RCE 47834 - EXPIRES 12/31/09 1 ssl CNGINEERING 78080 CALLE AMIGO, SUITE 102 �E LA QUINTA, CA 92253 `. (760) 771 -9993 OFFICE (760) 771 -9998 FAX CIVIL AND STRUCTURAL ENGINEERING - PLANNING - SURVEYING IN THE CITY OF LA QUINTA, CALIFORNIA PRELIMINARY HYDROLOGY REPORT FOR THE VILLAGE ANIMAL HOSPITAL V.U.P. # 08 -042 SITE DESCRIPTION: THE SITE IS LOCATED AT 51 -230 EISENHOWER DRIVE BETWEEN THE INTERSECTIONS OF AVENIDA MARTINEZ AND AVENIDA MONTEZUMA. THERE IS AN EXISTING BUILDING AND PARKING LOT CURRENTLY LOCATED ON THE SITE. THE BUILDING WILL BE REMODELED AND A NEW SECOND FLOOR ADDED. THE EXISTING PARKING LOT WILL BE DEMOLISHED AND A NEW IMPROVED PARKING LOT CONSTRUCTED IN ITS PLACE. A 15 STALL PARKING LOT, INCLUDING 1 HANDICAP SPACE AND 1 CART SPACE, IS PLANNED AND THE BUILDING HAS A FOOT PRINT OF APPROXIMATELY 4,600 SQUARE FEET. THE SITE IS LOCATED IN THE VILLAGE PLANNING AREA AND IS UNDER THE VILLAGE USE APPLICATION NOTE ABOVE. PURPOSE OF THIS REPORT: AT THE TIME OF THE PREPARING OF THIS REPORT, THE CITY HAS PLANS TO REQUIRE THAT ALL PROJECTS WITHIN THE VILLAGE RETAIN A MINIMUM OF THE 10 -YEAR STORM AS PART OF THE NEWLY IMPLEMENTED WATER QUALITY MANAGEMENT PLANS. WE SHALL EXAMINE THE 3 -HOUR, 6 -HOUR AND 24 HOUR STORMS TO DETERMINE THE GREATEST VOLUME REQUIRED TO MEET THE PROPOSED CITY BULLETIN. WE SHALL EXAMINE THE SIZING OF THE CATCH BASINS AND THE AMOUNT PONDING REQUIRED TO ALLOW THE Q10 TO ENTER THE BASIN. ANALYSIS: THE CITY OF LA QUINTA HAS DESIGNATED AREAS THROUGHOUT THE CITY WITH PREDETERMINED VALUES FOR THE .100 YEAR STORMS. THERE IS NO DESIGNATION FOR THE 10 -YEAR EVENT AT THIS TIME. SINCE THE RIVERSIDE COUNTY FLOOD CONTROL MANUAL WAS NEVER UPDATED WITH VALUES FOR THE EAST VALLEY, WE SHALL USE THE LONGITUDE AND LATITUDE COORDINATES OF THE SITE TO DETERMINE THESE VALUES. A COPY OF THE CITY'S MAP AND THE NOAA MAPS ARE INCLUDED IN THIS DOCUMENT. THE VALUES GIVEN BY THE NOAA MAPS AND CHART ARE CONSISTANT WITH THE CITY'S PRESET VALUES AND ARE ACTUALLY SLIGHTLY HIGHER THAN THE CITY'S. THIS FACT LEAVES US CONFIDENT THAT THE NUMBERS THAT WE HAVE USED ARE CONSERVATIVE IN NATURE AND SHOULD MEET OR EXCEED ANY DATA THAT IS PREDETEMINED BY THE CITY AT A LATER DATE. THE SITE IS SPLIT INTO FOUR SEPARATE AREAS "A" , "B ", "C" & "D ". THERE WILL BE TWO SEPARATE CATCH BASINS AT THE NORTHEAST AND SOUTHEAST ENDS OF AVENIDA MARTINEZ'AND AVENIDA ` ' + MONTEZUMA TO CAPTURE THE "FIRST FLUSH ". THERE WILL BE A MATRIX OF ADS N -12 CIRCULAR PIPES INSTALLED UNDER THE PARKING AREA CENTER BETWEEN THESE TWO CATCH BASINS WITH SUFFICIENT CAPACITY TO CAPTURE THE 10 -YEAR EVENT. THESE CHAMBERS HAVE OPENINGS TO A GRAVEL BED UNDERNEATH FOR PERCOLATION AND A MANHOLE FOR EASY ACCESS AND MAINTENANCE. THE SYSTEM WILL HAVE AN ADS SEPARATOR UNIT TO ISOLATE DEBRIS AND OILS. THIS UNIT WILL NEED TO BE MAINTAINED REGULARLY TO KEEP IT WORKING EFFICIENTLY. THIS SHOULD ELIMINATE MUCH OF THE DEBRIS THAT WOULD OTHERWISE GO INTO THE UNDERGROUND STORAGE AREA. CONCLUSIONS: ' THE LARGEST EVENTS FOR PROJECT ARE THE 6 -YEAR REQUIRING OF 4504.66 CUBIC FEET OF STORAGE. THE ADS N -12 PIPE MATRIX CONSISTS OF 60" DIAMETER TEES ELBOWS AND STRAIGHT LENGTHS OF PIPE. TO SYSTEM TOTAL THAT CAN BE CREATED ' USING THIS SYSTEM PROVIDES 4,474:38 WITHIN THE ADS PIPES AND APPERTANCES, 392.70 CUBIC FEET WITHIN THE SEPARATOR UNIT AND AN ADDITIONAL 205.45 CUBIC FEET WITHING THE 18" STORM DRAIN PIPES FOR A TOTAL OF 5,072.53 CUBIC FEET. THE FLOWS TO BASIN #1 ON THE NORTH ENTRY DRIVE IS 1.65 CUBIC FEET PER SECOND (CFS) AND CATCH BASIN #2 HAS FLOWS OF 0.89 CFS. THESE FLOWS ARE VERYLOW AND ARE OFF THE BOTTOM OF THE NOMOGRAPH USED IN THIS STUDY. THE BASINS WILL WILL BE THE MINIMUM REQUIRED WIDTH OF 4 FEET AND AS LONG AS A REGULAR ' MAINTENANCE REGIME IS IN PLACE AND FOLLOWED TO KEEP THE SYSTEM IN WORKING ORDER, THE SYSTEM AS DESIGNED SHOULD BE ADEQUATE FOR TO MEET THE CITY'S REQUIREMENT. -O`I ESSI SHAHANDEH — CIVIL ENGINEER RCE 47834 — EXPIRES 12/31/09 e No. 41834 'it Exp 1%=3L ceiv OCT -15 2009. ' City of La 9uinta } Planning Departmant _' t Send To Printer Back To TerraServer Change to 11x17 Print Size Remove Grid Lines Change to Portrait 12US64 La Quinta, California, United States 28 May 2002 Image courtesy of the U.S. Geological Survey © 2004 Microsoft Corporation. Terms of Use Privacy Statement Z O p It Ih O Fo M VILLAGE ANIMAL HOSPITAL 33*40'37" N, 116018'24" W NAD27 - 07/31/09 116o191nn11w 116018,001, w 116017'00!'W NADD 116'16'00" W & (ter 7--- RON 1.261 M —NiA P11 ........ ...... pf VA -Ad Jt 3 .4, -7 -- 31 z- 26 l' n! ----------- ....... ... ---------- ,oS. A o 11"v, BIER al:1111101, v N44, 177 4; olk;rj' 7 ..Uvf�- .-, . 'I I t: i .......... jul m5mli M. AW. I -_kfj A� ...... ♦ ta c; j,r---- 116*120,',0.0',' W! Titt/MN :116 %-9.00 "W 416?48'.00!'W, NAWZ/1'•1:1by.11b;,UU,; W, � OOQFEET 0 500 'i000ME1ENS,: Map -di&t,d,iith,T0PO!@ @2062 iiatmiidlb w`Mphikw I ww;iAtiofia)&eo phk.cbffiftcfpo): rn VILLAGE ANIMAL HOSPITAL V.U.P. # 08 -042 Selected parcel(s): 773 - 072 -019 'IMPORTANT' This information is made available through the Riverside County Geographic Information System. The information is for reference purposes only. It is intended to be used as base level information only and is not intended to replace any recorded documents or other public records. Contact appropriate County Department or Agency if necessary. Reference to recorded documents and public records may be necessary and is advisable. REPORT PRINTED ON ... Fri Jul 31 14:40:40 2009 HYDROLOGY REPORT xY.' . .rr<= "a^. • � i�3s'ra4 ® T � ^^^'""333.JJ�•�' i•.R �" �Y 4F- -..tf - •� ��` t^. �� r �� .t y .. 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MEVEOROLOGICALDESIGNSTUDIESCENTER 0 5 w 20 30 40 50 60 To convert to Annual Exceedance Probabildies for Q 121 -1.30 ❑ 1.71 -1.80 [3 2.61 -220 [3 3 -61 - 3.60 70 O T c r c D r O In w Z c m IV m M C9 N> C0 mz .. n D= P.2 to O �n �D Om r� c jC G) mm -L;u <m mn �c yX Om Z -obn m z m X D r O m 0 0 m D X 1 Tr 34°N E a ♦ M1 h` AA 4 +° •' t , • ` �,+•e '� '!F z . « ♦ . • , ± •} �` to WIN 33°N • : y i rd f t �xY fY ' '�9r •. iyJO. ��' ♦IOW �ja, • . , • a ^ • ` • r ♦ ♦ • . . ' . . . • ♦ • , . _ . ii I00 32°N- j , . 120'W 119°W 118 °VII 117°VII 1161W 116'W 114 1W 113°W SOUTHEASTERN CALIFORNIA Inches Q DA1 - 0.50 Q 0.91 -1.00 01.41 - 1.60 ❑2.41 - 2.60 ❑ 3A1 - 3.60 NOAA Atlas 14, Volume 1, Version 4 Semiarid Southwestern United States Isopluvials of 6 hour precipitation (inches) Q OSi - O.GDQ 1.01 -1.10 ❑ 1.61 - 1.80 02.61 - 2 ,8D PlereredbyU .S. DEPARTMENT OFCDMMERCE SCALE 1:2,000,000 with Average Recurrence Interval of 2 years : ❑0.51 -0.70❑ 1.11 -1.20 ❑1.81 -200 ❑2.81 -3.OD AND ATMOSPHERICADMINISTRATIOiJ (WAa°prmWNi.- d.1AN81GCb.) ®�NATID" DCEANC /, MT 0" 1AEATHER SERVICE 0 10 20 30 40 w ❑ ❑ [32.01-220 0.71 - 0.80 1.21 -1.30 ❑ 3.01 - 320 d P OFFIICEOFHYDRDLOGCDEVELOPMENT NYC See NOAA Atlas 14 documentation forfaclors to HYCROMETEOROLDOIGLLDESIONSTUDIES CENTER 0 810 20 30 40 s0 60 70 convert to Annual Exceedance Probabilkiss for ❑ 0.61 - 0.90 ❑ 1.31 -1.40 02.21 - 240 [:13.21- 3A0 ISOPULUVIALS OF 6 HOUR PERCIPITATION(INCHES) OF AVERAGE RECURRENCE INTERVAL OF 2 YEARS SOURCE: ATLAS 14 VOLUME 1 VERSION 4 m w ISOPULUVIALS OF 6 HOUR PERCIPITATION(INCHES) OF AVERAGE RECURRENCE INTERVAL OF 100 YEARS SOURCE: ATLAS 14 VOLUME 1 VERSION 4 34 °N ` • . . ♦P imp '/ ..,if /tifY i L.' 3 • , • j. % Ea$ ry A •I• K 1 id .y�j � "w:.....,{, •- ' t ` • � _ � Hy , ii ♦ l' ♦ fJ`D:1 � � CL . « ti ' r _.A is •. • 74, i1. g -•OILA BEND , 3 RL 4 14 32°N . . . . . . ♦ ♦ ♦ • li n r:� it 5< )�.,F '�. d PAK 120'W 119 1W 11G°W 117°W 11G'Wf 115 1W 14W 113°W SOUTHEASTERN CALIFORNIA NOAA Atlas 14, Volume 1, Version 4 Inches Semiarid Southwestern United States Isopluvials of 24 hour precipitation (inches) ®0.64 - 0.8001.41 -1.60 ❑2.21 - 2.40 ❑3.01 - 3.5005.01 -5.50 PreperedbyUS.DEPARIAWrOFCOMMERCE scaf_E 1:2,0013,000 with Average Recurrence Interval oft years " xF k NATIONAL OCEANIC AND ATIADSPFERICADMINISTRATION (eAim,AnkSvi— dat ANSI 0e°AI ❑0.81- 1.00 ❑1.61- 1.80 ❑2.41 - 2.60 ❑3.51- 4.00 ❑5.51 -6.00 l � , NATIONAL WEATHER 9ERYICE o 10 20 M 4 tOFFICE OFHYDRDLOGCDEVELOPMENT Ni1n See NOAA Atlas 14 documentation for factors to ❑1.01 - 120 ❑1.81- 2.00 ❑2.61- 2.60 ❑4.01- 4.50 ❑6.01 -6.50 ,`'t- ,�•�,,,•" HYDROMETEGROLOGICAL DESIGN STUDIES CENTER 0510 20 3D AD 50 00 70 convert to Annual Exeeedance Probabilities for ❑1.21 -1.A0 ❑2.01- 220 ❑2.81 - 3.00 134.51 -5.00 ❑6.51 -7.OD June 2006 atom °ta all estimates below 25 vears O4..1.° UI .AC -t-1 C.I. 0.1— HAE61, . ddS•C-W U.Ad- 11! ISOPULUVIALS OF 24 HOUR PERCIPITATION(INCHES) OF AVERAGE RECURRENCE INTERVAL OF 2 YEARS SOURCE: ATLAS 14 VOLUME 1 VERSION 4 ISOPULUVIALS OF 24 HOUR PERCIPITATION(INCHES) OF AVERAGE RECURRENCE INTERVAL OF 100 YEARS SOURCE: ATLAS 14 VOLUME 1 VERSION 4 POINT PRECIPITATION' a e (D FREQUENCY ESTIMATES e FROM NOAA ATLAS 14 California 33.6769444 N 116.306666W 101 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, V ersion 4 G.M Bonnin, D. Martin, B. Lin, T. Farzybok, M.yekta, and D. Riley NOAH, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Fri Jul 312009 `,!Confidence Limits. 11 Seasonality 1 Location Maps_ I her Info. GIS data I Maps �" Docs� Return m State Map Precipitation Frequency Estimates (inches) AR]• ears 5 min 10 min 15 min 30 min 60 min 120 min 3 hr 6 hr 12 hr 24 hr 48 hr 4 day ILa 10 20 da 30 Lail 45 ARX 11 60 da 0.12 0.10 0.16 0.20 0.27 0.33 0.45 0.52 0.70 0.87 0.92 0.94 1.00 1.10 1.18 1.32 1.49 1.67 1.77 0.28 0.14 0.22 0.27 0.37 0.45 0.61 0.71 0.94 1.17 1.25 1.27 1.36 1.50 1.60 1.81 2.03 2.30 2.43 =EKIE]ED 0.38 O.S8 0.72 0.97 0.72 1.50 7 1.40 1.73 1.89 1.91 2.03 2.24 2.40 2.73 3.06 3.46 3.67 10 0.30 0.46 0.57 M0.77 0.95 #1.231.39 1.77 2.16 2.39 2.40 2.57 2.82 3.04 3.45 3.85 4.33 4.60 25 0-42 0.65 0.80 1.70 1.33 2.51 4 .31 2.78 3.11 3.15 3.38 3.67 3.95 4.46 4.96 5.55 5.91 50 0.54 0.82 1.01 1.36 1.69 2.06 2.24 2.77 3.29 5.17 5.25 4.05 4.37 4.71 5.30 5,85 6,51 6.95 100 0.67 1.02 1.26 1.70 2.10 2.52 2.71 3.28 3.84 ORF5764EE]F6745EE]FT]K�jF919 6.19 4.80 5.13 5.54 6.20 6.81 7.52 8.04 200 0.82 1.25 1.55 2.09 2.59 3.05 3.23 3.84 4.43 7.26 7.61 8.20 8.50 9.10 10.03 10.94 11.83 500 1.07 1.63 2.03 2.73 3.38 3.89 4.05 4.68 5.29 6.06 6.43 6.87 7.17 7.77 8.55 9.28 10.06 10.80 1000 1.30 1.98 2.46 3.31 4.09 4.63 4.76 5.39 6.01 6.91 7.42 7.93 8.17 8.87 9.70 10.46 11.24 12.08 'These precipitation frequency esli mates are based on a p e rtial duration series. ARI is the Average Recurrence Inlerval. Please refer to NOAA Atlas 14 Document for more informal ion. NOTE: Formatting forces estimates near zero Y toA ppearas zero. " Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI•" 10 15 30 60 120 ]Fh�r � 12 24 48 �� 10 20 30 45 60 (years) min m►n mm mm mm mm hr hr hr hr day day day day day day day 0.13 0.20 0.25 0.34 0.42 0.56 0.64 0.85 1.04 1.10 1.10 1.17 1.28 1.36 1.54 1.72 1.93 2.04 0.12 0.18 0.28 0.35 0.47 0.58 0.76 0.87 1.14 1.41 1.50 1.51 1.59 1:75 1.86 2.10 2.36 2.66 2.81 0.28 0.29 I 0.44 I 0.55 0.73 0.91 1.16 l .30 l 701 2.08 2.25 2.28 2.38 2.60 2.78 3.17 3.54 3.99 4.24 10 0.38 O.S8 0.72 0.97 1.20 1.50 1.68 2.14 2.59 2.85 2.88 3.02 3.28 3.52 3.99 4.46 5.00 5.30 25 0 -53 0.81 1.00 1.34 1.66 2.03 2.24 2.79 3.33 3.70 3.74 3.96 4.26 4.57 5.17 5.74 6.40 6.82 F-50--j 0.67 1.02 1.26 1.70 2.10 2.51 2.72 3.34 3.94 4.40 4.42 4.76 5.08 5.46 6.14 6.78 7.53 8.03 100 0.83 1.26 1.56 2.11 2.61 3.07 3.29 3.96 4.61 5.17 5.25 5.67 6.00 6.43 7. ] 9 7.93 8.73 9.31 5-66-IF .02 1.55 1.93 2.59 3.21 3.73 3.94 4.65 5.34 6.01 6.19 6.68 7.00 7.51 8.35 9.17 10.01 10.66 500 1.33 2.03 2.52 3.39 4.19 4.78 4.97 5.70 6.41 7.26 7.61 8.20 8.50 9.10 10.03 10.94 11.83 12.60 1000 1.63 2.48 3.07 4.13 5.11 5.73 5.89 6.61 7.34 8.32 8.84 9.52 9.74 10.46 11.45 12.42 13.29 14.16 The upper bound o the confidence interval at 90% confidence level is the value which5% of the simulated quantile values for a given frequency are greater than. These precipitation frequency estimates are based on a partial duration series. ARl is the Average Recurrence Inlerval. Please refer to NOAH Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. " Lower bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI "" 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60 (years F,-5,n]7'17 min min min min min hr hr hr hr hr day day day day day day day 0.09 0.13 0.16 0.21 0.27 0.37 0.43 0.58 0.72 0.77 0.81 0.86 0.95 1.O1 ] .13 1.29 1.43 1.52 0.12 0.18 0.22 0.29 0.36 0.50 0.58 0.78 0.97 1.04 1.09 1.17 1.28 1.37 1.55 1.76 1.98 2.09 0.18 0.28 0.35 0.47 0.58 0.77 0.88 1.16 1.43 1.57 1.62 1.74 1.91 2.06 .34 2.64 2.97 3.14 10 0 -24 0.36 0.45 0.61 0.76 0.99 1.13 1.46 1.78 1.98 2.05 2.19 2.40 2.59 .94 3.31 .71 3.93 =FO O.SO 0.62 0.84 1.04 1.33 1.49 1.89 2.27 2.56 2.66 2.85 3.09 3.34 3.78 4.23 4.72 5.01 =FO 0.63 0.78 1.04 1.29 1.62 1.80 2.24 2.67 3.03 3.16 3.39 3.64 3.95 4.45 4.97 5.51 5.85 100 0.50 0.76 0.95 1.28 1.58 1.95 2.14 2.62 3.08 3.53 3.71 3.97 4.24 4.60 5.16 5.74 6.33 6.72 =FO 0.92 1.14 1.54 1.90 2.31 2.52 3.02 3.52 === 4.60 4.86 5.29 5.91 6.54 7.17 7.60 500 0.77 1.16 1.44 1.94 2.40 2.86 3.06 .60 4.12 4.80 5.14 5.49 5.74 6.25 6.94 7.64 8.31 8.82 1000 0.90 1.37 1.70 2.29 2.84 3.33 .52 4.09 4.62 5.39 5.84 6.24 6.46 7.06 .77 8.52 9.19 9.79 t ' • The lower bound of the confidence interval at 90% confidence level is the value which 51% of the simulated quantile values for a given frequency are less than. These precipitation frequency estmates are based on a partial 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;oT io1e"s W11 I _ Partial duration based Point Precipitation'Frequency Estimates - Version: 4 33.6769444 N 116.306666 W 101 ft V 1 2 5 10 25 50 100 200 500 1000 Average Recurrence Interval (years) ' Fri Jul 31 17:52:27 2009 Duration 5 -min 120 -m rd- 48 -hr �F 30 -day --K-- 10 -min -+ 3 -hr -rx- 4 -day 45 -day -+- ' 15 -min 6 -hr -e- 7 -day + 60 -day -w- 3 --a- 0 -min 12 -hr + 10 -day + 60 -min - - 24 -hr -a- 20-clay -E>- ^ Partial duration based'Point Precipitation Frequency Estimates - Version: 4 33.6769444 N 116.306666 W 101 ft Maps - E L L L L 'L L L L L 7 7' 7' 7t Dt 7t T T 71 7t E E E m I I I I I I I I I a a a a a •d •d a •8 •8 1 1 I I I I N M a m N CO It 00 m I I I I I I I I I I N m' In m m m' -. N M 7 M � N n m U•1 m m In m -� -. M "0 T Duration -' -' N M v .D Fri Jul 31 17:52:27 2009 Maps - 116 A —W 11 fi .1% 11 fi .2% Other Maps/Photographs - These maps were produced using a direct map request from the U.S. Census Bureau Maopina and Cartographic Resources Tiger Mao Server. Please read disclaimer for more information. LEGEND — State — Connector — County p Stream Q Indian Resv © Military Area p Lake /Pond /Ocean p National Park — Street p Other Park — Expressway Q City — Highway 0 — County 6 .8 mi Scale 1:228583 2 1g *average- -true scale depends on monitor8 esolution View USGS digital orthophoto quadrangle (DOO) 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 USGS for more information. 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 data from a variety of sources, but largely NCDC: The following 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 Climatic Data Center's (NCDC) station search engine, locate other climate stations within: + /7r;inutes I ...OR... 1 +/ -1 degree of this location (33.6769444/ - 116.306666). Digital ASCII data can be obtained directly from NCDC. Find Natural Resources Conservation Service (NRCS) SNOTEL (SNOwpack TELemetry) stations by visiting the Western Regional Climate Center's state - specific SNOTEL station maps. Hydrometeorological Design Studies Center DOC/NOAA/National Weather Service 1325 East -West Highway Silver Spring, MD 20910 (301) 713 -1669 Questions ?: HDSC.Ouestions(alnoaa.eov ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. Acre), Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 t Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 commercial, Downtown 80 -100 . 90'� Business or Industrial. Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended.values are based.on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape.practices should also be considered as it is common in some areas to use ornamental grav- . els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a'study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area S per - �cent over 'the values recommended in the table above. R C PC 1k w C D IMPERVIOUS COVER HYDROLOGY JNJANUAL FOR DEVELOPED AREAS PLATE D-5.6 IFiIF fig. /1! /I/ as on on 1!11 in Imm Tc LIMITATIONS: ' L 100 I. Maximum length =1000' TC 1000 90 2. Maximum area = 10 Acres 5 900 80 a ` H 800 70 Y L) v o0 6 r60 C 0 0 300 ; 700 200 . c 2 . , o •. c ' - 600 n 50 0 w ` w 6- 60 % 8 OL o o 0 . • 0 50 o m E °' H 30 : • • '• 500 we m 35 0 a a ,:� 10 E m n 3 6 ; •: �° ' cooK Ai � c 400 30 Undeveloped.' Good Cover 0 % •' 2-350 25 Undue o .8; O ° o _ 17air .Cover 6 14 :- Undeveloped . r 15 c 19 Poor Co o 16 0 ' ARE *'A- 981 _ ; ° 250 I i Sin Fpmi9y 17 E ' (6 (1/4' acre) _ 18 c+ o I4oaFimercia 0 20 ~ ,/ (Pov c .� ' ao 200 o o J c 12 • ! D c4 I I i / �/• � aci ° /"% KEY ARE "C" 1 557' •,• , ;- H- Tc -K�Tc' 30 ° ' :�, AR �9r" =8.8m 8' EXAMPLE: E 7 ' ' (1) L =550', H =5.0, K = Single Family(1 /4 Ac.) /' 35 ~ o g� ��— Development, Tc -12.6 min. n. C —6.�m , 100 ; (2 L =550 , H =5.0, K = Commercial 40 • Development , Tc = 9.7 inin. ' '5 AREA .13 =59 AREA "B " =4.7m USE 100' USE 5.m ' AREA "D" =70' 4 AREA "D" =53m Reference: Bibliography item No. 35. USE 100' R C FC a W C D TIME OF CONCENTRATION HY,)ROLOGY MANUAL FOR INITIAL SUBAREA ' PLATE D -3 RATIONAL METHOD CALCULATION FORM PROJECT: VILLAGE ANIMAL JOB NO: 09006 DATE: 10/09/09 PREPARED BY ESSI SHAHANDEH FEQUENCY: 10YR CLIENT: DeCOSTER BY: AMG DRAINAGE AREA SOIL 8 A I C A Q £ Q SLOPE SECTION V L T ET REMARKS DEV. TYPE ACRES INIHR CFS CFS % I FPS FT MIN A 90-C 0.46 3.15 0.89 1.28 B 90-C 0.13 4.14 0.89 0.48 C 90-C 0.16 3.73 0.89 0.53 D 90-C 0.11 4.14 0.89 1 0.40 CONFL. C.B.# 1 1.65 3.15 CONFL. C.B.# 2 0.89 3.41 CONFL. JCT #1 2.47 an ■'I■■■■■■■ ■I rd 'Al 1 ■■■Ezt C 0:39 - INFILTRATION RATE FOR PERVIOUS AREAS (Fp)- inches /hour R C F C a W C D INFILTRATION RATE FOF - JYDROL JGY ��iIANUA>r PERVIOUS AREAS VERSI RUNOFF INDEX NUMBER ta Z L c� z_ �7 a of U. 0 S2 W x 1.0-r 12 0.9 11 10.0 8.0 10 6.0 0.8 9 4.0 07 8 3.0 0 7.5 w 0.6-- 7 2.0 w (A 6.5 v G 0.5 6 1.0- 8 �Ir 5.5 O , 2 0.15 1.5 0.1 -' 1.2 LOCAL DEPRESSION (a) BASED ON THE BUREAU OF PUBLIC ROADS DIVISION TWO , WASH., D.C. 0.01 \�G 1073.03 5.0 4.0 3.0 2.0 z r 1.5 x 0 1.0 0 0.9 � 0.8 w 0.7 0 z 0.6 z W a. 0.5 \J a ?R o: 0.4 0 F-a 0 0.3 u- 0 0 0.25 9 0.2 0.15 CURB 0.1 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS 0.6 0.4-:- 5 = X.4 z a 4.5 z 0.3 ac z / o 4 0.2 z 0.3 3.5 w a. /� 01-11 o 1m 0.1 p ).25 3 0.08- w w 0 0.06 ~s 0.04 a 2.5 = 0.2 0.03 0.02 2 0.15 1.5 0.1 -' 1.2 LOCAL DEPRESSION (a) BASED ON THE BUREAU OF PUBLIC ROADS DIVISION TWO , WASH., D.C. 0.01 \�G 1073.03 5.0 4.0 3.0 2.0 z r 1.5 x 0 1.0 0 0.9 � 0.8 w 0.7 0 z 0.6 z W a. 0.5 \J a ?R o: 0.4 0 F-a 0 0.3 u- 0 0 0.25 9 0.2 0.15 CURB 0.1 NOMOGRAPH FOR CAPACITY OF CURB OPENING INLETS AT LOW POINTS If rn T .N N 0 AVERAGE ADJUSTED LOSS RATE CI ] SOIL GROUP (PLATE C -I) 121 COVER TYPE C33 RI NUMBER (PLATE E-6.1) L{] PERVIOUS AREA INFILTRATION IPLATE E 6 2) E53 LAND USE C63 DECIMAL PERCENT OF AREA IMPERVIOUS E 6.3) C7] ADJUSTED INFILTRATION RATE -IN /HR 14111-.9E63) C63 AREA SO INCHES 193 [8]_ �C8] 1101 AVERAGE ADJUSTED INFILTRATION RATE-IN/HR 1 C COMMERCIAL 69 0.39 COMMERCIAL 0.9 0.0741 - 0.0741 i— O C/) Cn D rn O D FE6]- 1.0 11103- 0.0741 D VARIABLE LOSS RATE CURVE (24 —HOUR STORM ONLY) Fm= Minimum Loss Rate = F/2 =i CI03/2 = 0.0371 IN. /NR. C = (F —Fm) /54 = (100--l-F. ) /54 = 0.000686 FT = C(24—(T/60)) 1'55 +FWt= 0.000686 (24— (T/60))1.55+ 0.0371 IN /HR Where: T =Time in minutes.To get an average value for eoch unit time period,Use T= 2 the unit time for the first time period,T =12 unit time for the second period,etc. �o � n Dan b O r < n D z _ mrnl o _ a_ n o C v z o � 8 n � o � c 0 c Cf � D o 3 m 0 v g < °. f D r= M D G) D z D 8o r "m O Ln 0 01 wW D °n �°o r z 0 m RCFC BWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/92009 JOB #: 09006 [1] CONCENTRATION POINT 1 [21 AREA DESIGNATION "A" [3] AREA - SQ INCHES - 4 AREA ADJUSTMENT FACTOR - [51 AREA ACRES 0.8600 6 L- INCHES - [71L-ADJUSTMENT FACTOR - 8 L -MILES ([61-[71) 0.010 [91 LCA - INCHES I - 10 LCA - MILES ( [71'[91 0.004 [111 ELEVATION OF HEADWATER 47.75 [121 ELEVATION OF CONCENTRATION POINT 46.90 13 H- FEET 11 - 12 0.85 14 S - FEET /MILE ([13/[81) 85.00 15 S * *0.5 9.22 16 L *LCA/S * *.5 8 * 101/[l 5 0.0000043 [171 AVERAGE MANNING "N" 0.015 [181 LAG TIME - HOURS 24* 17 * 16 * *0.38 PLATE E -3 0.0062171 [191 LAG TIME - MINUTES (60-[181) 0.37 [20125% OF LAG TIME 0.25* 19 0.09 [21140% OF LAG TIME (0.40'[191) 0.15 [22] UNIT TIME - MINUTES (25 -[21]) 24.85 RAINFALL DATA [1 ]SOURCE jRCFCWCD 2 FREQUENCY - YEARS OYR 3H [3] DURATION: 3 HOUR 6 HOUR 24 HOUR [4] POINT RAIN INCHES [5] AREA SQ NCHES [6] n 7- [5] [7] AVG. POINT RAIN IN, [8] POINT RAIN INCHES [9] AREA SQ INCHES [10] L] F [9] [11] AVG. POINT RAIN IN. [12] POINT RAIN INCHES [13] AREA SQ INCHES [14] j13] F [13] [15] AVG. POINT RAIN IN 1.38V 1.38 1.77 - - 1.77 2.39 - - 2.39 E 5= - F 7= 1.38 F 9= - Z[111= 1.77 E 13= - F 15= 2.39 16 AREAL ADJ FACTOR 1 SEE PLATE E -5.8 1 1 [17] ADJ.AVG.POINT RAIN 1.38 ([16]* F [71,ETC) 1.77 2.39 RCFC BWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD 1 UNIT HYDROGRAPH AND EFFECTIVE RAIN CALCULATION SHEET PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/92009 JOB* 09006 [11 CONCENTRATION POINT 1 [2] AREA DESIGNATION W. [3] DRAINAGE AREA - ACRES 0.8600 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3] N/A 151 UNIT TIME - MINUTES 10 [6] LAG TIME - MINUTES 0.37 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) N/A [8] S -CURVE DESERT [9] STORM FREQUENCY & DURATION 1 OYR 3HR [10] TOTAL ADJUSTED STORM RAIN- INCHES 1.38 [11] VARIABLE LOSS RATE (AVG) - INCHES /HOUR 0 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0 [13] CONSTANT LOSS RATE - INCHES PER HOUR 0.0371 [14] LOW LOSS RATE - PERCENT 90 UNIT HYDROGRAPH 15 [16] TIME PERCENT OF LAG (7]-[151. [17] CULMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (&GRAPH) [18] DISTRIB. GRAPH PERCENT [17]m- [17]m -1 [19] UNIT HYDROGRAPH CFS - HRS /IN [411181 100 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60_ [1011201 [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS UNIT TIME PERIOC m 100[5] MAX LOW 1 2.60 0.215 0.04 0.19 0.178 0.15 2 2.60 0.215 0.04 0.19 0.178 0.15 3 3.30 0.273 0.04 0.25 0.236 0.20 4 3.30 0.273 0.04 0.25 0.236 0.20 5 3.30 0.273 0.04 0.25 0.236 0.20 6 3.40 0.282 0.04 0.25 0.244 0.21 7 4.40 0.364 0.04 0.33 0.327 0.28 8 4.20 0.348 0.04 0.31 0.311 0.27 9 5.30 0.439 0.04 0.39 0.402 0.35 10 5.10 0.422 0.04 0.38 0.385 0.33 11 6.40 0.530 0.04 0.481 0.493 0.42 12 5.90 0.489 0.04 0.44 0.451 0.39 13 7.30 0.604 0.04 0.54 0.567 0.49 14 8.50 0.704 0.04 0.63 0.667 0.57 15 14.10 1.167 0.04 1.05 1.130 0.97 16 14.10 1.167 0.04 1.05 1.130 0.97 17 3.80 0.315 0.04 0.28 0.278 0.24 18 2.40 0.199 0.04 0.18 0.162 0.14 E =100% F= 7.61 7.61 IN /HR'0.17= 1.27 " 1.27 "' 0:0833 0.8600 ACRES= 0.0909 AC FT= 960.626 PROJECT: VILLAGE ANIMAL BY: AMG 10YR 3HR DATE: 10/92009 JOB #: 09006 1.200 1.000 0.800 0.600 0.400 0.200 0.000 RAINFALL INTENSITY (IN /HR) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1 S -CURVE DESERT AREA 120 OY Z W 100 W V' a 80 W 2 IL U z N 60 W c Q 40 y V 20 O � - 0 TIME IN PERCENT OF LAG 4 RCFC BWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD BASIC DATA CALCULATION FORM PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/9/09 JOB #: 09006 1 CONCENTRATION POINT 1 2 AREA DESIGNATION "A" 3 AREA - SQ INCHES - 4 AREA ADJUSTMENT FACTOR - 5 AREA -ACRES 0.8600 6 L- INCHES [71L-ADJUSTMENT FACTOR - [81L-MILES ([61-[71) 0.010 [91 LCA - INCHES - 10 LCA - MILES [71-[91) 0.004 [111 ELEVATION OF HEADWATER 47.75 [121 ELEVATION OF CONCENTRATION POINT 46.90 13 H- FEET 11 - 12 0.85 14 S - FEET /MILE [13/[81 85.00 15 S * *0.5 9.22 16 L *LCA/S * *.5 ([8]'[10]/[15]) 0.0000043 17 AVERAGE MANNING "N" 0.015 [181 LAG TIME - HOURS (24-[17]-[161--0.38) (PLATE E -3 0.006217104 19 LAG TIME - MINUTES (60-[18]) 0.37 [20125% OF LAG TIME (0.25'[19]) 0.09 21 40% OF LAG TIME 0.40'[19] 0.15 [22] UNIT TIME - MINUTES (25 -[21]) 24.85 RAINFALL DATA [1 ]SOURCE IRCFCWCD 2 FREQUENCY - YEARS 110YR6HR [3] DURATION: 3 HOUR 6 HOUR 24 HOUR [4] POINT RAIN lWaKE5,INCHES [5] AREA SQ [6] L5] F [5] [7] AVG. POINT RAIN IN. [8] POINT RAIN I ES [9] AREA SQ IN HES [10] j9] F [9] [11] AVG. POINT RAIN IN. [12] POINT RAIN INCHES! [13] [14] AREA [13] SQ F [13] CHES [15] AVG. POINT RAIN IN 1.38 - - 1.38 .77 - 1.77 2.39 - - 2.39 0 F 5= 15.45 F 7= 1.38 9= 19.7 F 11 = 1.77 F 13= 19.7 15= 2.39 1[161 AREAL ADJ FACTOR 1 SEE PLATE E -5.8 1([161- 1 1 [17] ADJ.AVG.POINT RAIN 1.38 F [71,ETC) 1.77 2.39 RCFC BWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD UNIT HYDROGRAPH AND EFFECTIVE RAIN CALCULATION SHEET PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/9/09 JOB #: 09006 [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION "A" [3] DRAINAGE AREA - ACRES 0.8600 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31 N/A [5] UNIT TIME - MINUTES 15 [6] LAG TIME - MINUTES 0.37 [7] UNIT TIME - PERCENT OF LAG (100 *[5] /[6]) N/A [8] S -CURVE DESERT [91 STORM FREQUENCY & DURATION 1 OYR 6HR [10] TOTAL ADJUSTED STORM RAIN- INCHES 1.77 (11] VARIABLE LOSS RATE (AVG) - INCHES /HOUR ::0:1[121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/ HR 0 (13] CONSTANT LOSS RATE - INCHES PER HOUR 0.0371 [14] LOW LOSS RATE - PERCENT 90 UNIT HYDROGRAPH 15 [16] TIME PERCENT OF LAG [7] *[15] [17] CULMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB. GRAPH PERCENT [17]m- [171m -1 [19] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60!101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS UNIT TIME PERIOC m MAX LOW 1 1.70 0.120 0.04 0.11 0.083 0.07 2 1.90 0.135 0.04 0.12 0.097 0.08 3 2.10 0.149 0.04 0.13 0.112 0.10 4 2.20 0.156 0.04 0.14 0.119 0.10 5 2.40 0.170 0.04 0.15 0.133 0.11 6 2.40 0.170 0.04 0.151 0.133 0.11 7 2.40 0.170 0.04 0.15 0.133 0.11 8 2.50 0.177 0.04 0.16 0.140 0.12 9 2.60 0.184 0.04 0.17 0.147 0.13 10 2.70 0.191 0.04 0.17 0.154 0.13 11 2.80 0.198 0.04 0.18 0.161 0.14 12 3.00 0.212 0.04 0.19 0.175 0.15 13 3.20 0.227 0.04 0.20 0.189 0.16 14 3.60 0.255 0.04 0.23 0.218 0.19 15 4.30 0.304 0.04 0.27 0.267 0.23 16 4.70 0.333 0.04 0.30 0.296 0.25 17 5.40 0.382 0.04 0.34 0.345 0.30 18 6.20 0.439 0.04 0.40 0.402 0.35 19 6.90 0.531 0.04 0.48 0.494 0.42 20 7.50 0.750 0.04 0.68 0.713 0.61 21 10.60 1.027 0.04 0.92 0.990 0.85 22 14.50 0.241 0.04 0.221 0.204 0.18 23 3.40 0.071 0.04 0.061 0.034 0.03 24 1.00 0.071 0.04 0.061 0.034 0.03 E =100% F= 5.77 5.77 IN /HR *0.25= 1.4430 " 1.4430 " * 0.083 * 0,000 ACRES= 0.1034 AC FT= 4504.66C mm mm m m m m= mm = = = M. M mm m i _ .DISCHARGE IN PERCENT OF' ULTIMATE DISCHARGE,"(K)I 'y N o� o A,. C, OV I o: lid � t r ; O o �m � O > 9 F (co) 0) C) M D Z_ D r X rn O O O O O O O O O O O O III�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII gl m�, W DL r 1 F IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CA IIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII k .o IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII O o �m � O > 9 F (co) 0) C) M D Z_ D r X rn O O O O O O O O O O O O III�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII W DL r 1 F IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII CA IIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII °° IIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII r. 1 -n .. IIIIIIIilllllllllllllllllllllllllllllllllllll IIIIII�IIIIIIIIIIIIIIIIIIIIIilllllllllllllllll IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII m IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII to IIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII v IIIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII i i L IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII� !IIIIIIIIIIIIIIIIIIIIIIIIIIIII � Illllllllllllllll�allllllllllllllllllllllllll 1 C Illlllllllllllllllllia� i 44 !�iliill�lllllllllllll IIIIIIIIIIIIIIIIIIIIIIIIIIIIi�s� !!!olllilllll Illllllllllllllllllllllllllllle !!!!i�iiill�ll jL 111111. i! ��o�0io��111111111111111111111111 I�oilllllllllllllllllllllllllllllllllllllllll NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII O o �m � O > 9 F (co) 0) C) M D Z_ D r X rn O O O O O O O O O O O O W DL r 1 F CA °° r. 1 -n f m to v i i L 1 C i 44 jL O o �m � O > 9 F (co) 0) C) M D Z_ D r X rn RCFC SWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: VILLAGE ANIMAL BASIC DATA CALCULATION FORM BY: AMG DATE: 10/9/09 JOB #: 09006 1 CONCENTRATION POINT 1 [21 AREA DESIGNATION "A" [31 AREA - SQ INCHES - [41 AREA ADJUSTMENT FACTOR - 5 AREA ACRES 0.8600 6 L- INCHES - [711--ADJUSTMENT FACTOR - [81L-MILES ([61-[71) 0.010 9 LCA - INCHES - 10 LCA - MILES ( [71'[91 0.004 [111 ELEVATION OF HEADWATER 47.75 [121 ELEVATION OF CONCENTRATION POINT 46.90 13 H- FEET 11 - 12 0.85 14 S - FEET /MILE ([13/[81) 85.00 i 15 S * *0.5 9.22 16 L *LCA/S * *.5 ( [81-[101/[15] 0.0000043 [171 AVERAGE MANNING "N" 0.015 [181 LAG TIME - HOURS (24'[171'[161-'0.38) (PLATE E -3 0.0062171 [191 LAG TIME - MINUTES (60-[181) 0.37 [20125% OF LAG TIME (0.25'[191) 0.09 [21140% OF LAG TIME (0.40-[19]) 0.15 [22] UNIT TIME - MINUTES ( 25 -[21]) 24.85 RAINFALL DATA 1 SOURCE IRCFCWCD 2 FREQUENCY - YEARS 11 0YR 24HR [3] DURATION: 3 HOUR 6 HOUR 24 HOUR [4] POINT RAIN INCHES [5] AREA SQ INCHES [6] LQ F [5] [7] AVG. POINT RAIN IN. [8] POINT RAIN INCHES '9' AREA SQ INCHES [10] U F [9] [11] AVG. POINT RAIN IN. [12] POINT RAIN INCHES [13] AREA SQ INCHES [14] fl3l 7- [13] [15] AVG. POINT RAIN IN 1.38 - - 1.38 1.77 - - 1.77 2.39 - - 2.39 F 5= - F 7= 1.38 F 9= - 7- 11 = 1.77 F 13= - F 15= 2.39 16 AREAL ADJ FACTOR 1 SEE PLATE [17] ADJ.AVG.POINT RAIN 1.38 ([161* F [71,ETC) 1.77 2.39 RCFC BWCD'S SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: VILLAGE ANIMAL UNIT HYDROGRAPH AND EFFECTIVE RAIN CALCULATION SHEET BY: AMG DATE: 10/9/09 JOB #: 09006 [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION A" [3] DRAINAGE AREA - ACRES 0.8600 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3] N/A [5] UNIT TIME - MINUTES 15 1181 [6] LAG TIME - MINUTES 0.37 171 UNIT TIME - PERCENT OF LAG (100'15V[61) N/A S -CURVE DESERT [9] STORM FREQUENCY & DURATION 1 OYR 24HR [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.39 [11 VARIABLE LOSS RATE (AVG) - IN /HR 0.000686 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.05 [13] CONSTANT LOSS RATE - IN /HR [14] LOW LOSS RATE - PERCENT 50 UNIT HYDROGRAPH 15 [16] TIME PERCENT OF LAG [7]'[15] [17] CULMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB. GRAPH PERCENT [17]m- [17]m -1 [19] UNIT HYDROGRAPH CFS - HRS /IN [41,[181 100 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS UNIT TIME PERIOC m 100[5] MAX LOW 1 0.20 0.019 0.131 0.010 0.010 0.00822 2 0.30 0.029 0.129 0.014 0.014 0.01233 3 0.30 0.029 0.128 0.014 0.014 0.01233 4 0.40 0.038 0.126 0.019 0.019 0.01644 5 0.30 0.029 0.125 0.014 0.014 0.01233 6 0.30 0.029 0.123 0.014 0.014 0.01233 7 0.30 0.029 0.122 0.014 0.014 0.01233 8 0.40 0.038 0.120 0.019 0.019 0.01644 9 0.40 0.038 0.119 0.019 0.019 0.01644 10 0.40 0.038 0.118 0.019 0.019 0.01644 11 0.50 0.048 0.116 0.024 0.024 0.02055 12 0.50 0.048 0.1151 0.024 0.024 0.02055 13 0.50 0.048 0.113 0.024 0.024 0.02055 14 0.50 0.048 0.112 0.024 0.024 0.02055 15 0.50 0.048 0.110 0.024 0.024 0.02055 16 0.60 0.057 0.109 0.029 0.029 0.02466 17 0.60 0.057 0.108 0.029 0.029 0.02466 18 0.70 0.067 0.106 0.033 0.033 0.02878 19 0.70 0.067 0.105 0.033 0.033 0.02878 20 0.80 0.076 0.104 0.038 0.038 0.03289 21 0.60 0.057 0.102 0.029 0.029 0.02466 22 0.70 0.067 0.101 0.033 0.033 0.02878 23 0.80 0.076 0.100 0.038 0.038 0.03289 24 0.80 0.076 0.098 0.038 0.038 0.03289 25 0.90 0.086 0.097 0.043 0.043 0.03700 26 0.90 0.086 0.096 0.043 0.043 0.03700 27 1.00 0.096 0.094 0.048 0.001 0.00103 28 1.00 0.096 0.093 0.048 0.002 0.00212 29 1.00 0.096 0.092 0.048 0.004 0.00321 30 1.10 0.105 0.091 0.053 0.015 0.01251 31 1.2 0.115 0.089 0.0571 0.025 0.02180 32 1.30 0.124 0.088 0.062 0.036 0.03108 33 1.50 0.143 0.087 0.072 0.056 0.04857 34 1.50 0.143 0.086 0.072 0.058 0.04961 35 1.60 0.153 0.085 0.076 0.068 0.05887 36 1.70 0.163 0.083 0.081 0.079 0.06811 RCFC &WCD'S SYNTHETIC UNIT HYDROGRAPH METHOD UNIT HYDROGRAPH AND EFFECTIVE RAIN CALCULATION SHEET PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/9/09 JOB #: 09006 [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION "A" (3] DRAINAGE AREA - ACRES 0.8600 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645`(3] N/A [5) UNIT TIME - MINUTES 15 [6] LAG TIME - MINUTES 0.37 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) N/A [8] S -CURVE DESERT (9) STORM FREQUENCY & DURATION 1 OYR 24HR [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.39 [11] VARIABLE LOSS RATE (AVG) - INCHESIHOU 0.000686 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.05 [13] CONSTANT LOSS RATE - INCHES PER HOU - [14] LOW LOSS RATE - PERCENT 50 UNIT HYDROGRAPH 15 [16] TIME PERCENT OF LAG [7]'[15] [17] CULMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB. GRAPH PERCENT [17]m- [17]m -1 [19] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS UNIT TIME PERIO m MAX LOW 37 1.90 0.182 0.082 0.091 0.099 0.08557 38 2.00 0.191 0.081 0.096 0.110 0.09479 39 2.10 0.201 0.080 0.100 0.121 0.10401 40 2.20 0.210 0.079 0.105 0.132 0.11322 41 1.50 0.143 0.078 0.072 0.066 0.05664 42 1.50 0.143 0.076 0.072 0.067 0.05761 43 2.00 0.191 0.075 0.096 0.116 0.09967 44 2.00 0.191 0.074 0.096 0.117 0.10062 45 1.90 0.182 0.073 0.091 0.109 0.09334 46 1.90 0.182 0.072 0.091 0.110 0.09426 47 1.70 0.163 0.071 0.081 0.092 0.07874 48 1.80 0.172 0.070 0.086 0.102 0.08786 49 2.50 0.239 0.069 0.120 0.170 0.14631 50 2.60 0.249 0.068 0.124 0.181 0.15542 51 2.80 0.268 0.067 0.134 0.201 0.17274 52 2.90 0.277 0.066 0.139 0.211 0.18183 53 3.40 0.325 0.0651 0.163 0.260 0.22379 54 3.40 0.325 0.064 0.163 0.261 0.22463 55 2.30 0.220 0.063 0.110 0.157 0.13503 56 2.30 0.220 0.062 0.110 0.158 0.13585 57 2.70 0.258 0.061 0.129 0.197 0.16955 58 2.60 0.249 0.060 0.124 0.189 0.16213 59 2.60 0.249 0.059 0.124 0.189 0.16292 60 2.50 0.239 0.058 0.120 0.181 0.15547 61 2.40 0.229 0.057 0.115 0.172 0.14802 62 2.30 0.220 0.056 0.110 0.163 0.14055 63 1.90 0.182 0.056 0.091 0.126 0.10840 64 1.90 0.182 0.0551 0.091 0.127 0.10913 65 0.40 0.038 0.054 0.019 0.019 0.01644 66 0.40 0.038 0.053 0.019 0.019 0.01644 67 0.30 0.029 0.052 0.014 0.014 0.01233 68 0.30 0.029 0.051 0.0141 0.014 0.01233 69 0.50 0.048 0.051 0.024 0.024 0.02055 70 0.50 0.048 0.050 0.024 0.024 0.02055 71 0.50 0.048 0.049 0.024 0.024 0.02055 72 0.40 0.038 0.048 0.019 0.019 0.01644 RCFC &WCD'S SYNTHETIC UNIT HYDROGRAPH METHOD UNIT HYDROGRAPH AND EFFECTIVE RAIN CALCULATION SHEET PROJECT: VILLAGE ANIMAL BY: AMG DATE: 10/9/09 JOB #: 09006 [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION "A" [3] DRAINAGE AREA -ACRES 0.8600 [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31 N/A [5] UNIT TIME - MINUTES 15 [6] LAG TIME - MINUTES 0.37 [7] UNIT TIME -PERCENT OF LAG (100 *[5y[61) N/A [8] S -CURVE DESERT [9] STORM FREQUENCY & DURATION 10YR 24HR [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.39 [11] VARIABLE LOSS RATE (AVG) - INCHES /HO 0.000686 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0.05 [13] CONSTANT LOSS RATE - INCHES PER HOU 0.18 [14] LOW LOSS RATE - PERCENT 50 UNIT HYDROGRAPH 15 [16] TIME PERCENT OF LAG [7] *[15] [17] CULMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [18] DISTRIB. GRAPH PERCENT [17]m- [17]m -1 [19] UNIT HYDROGRAPH CFS - HRS /IN [4 11181 18 100 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60[101[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS UNIT TIME PERIOE m MAX LOW 73 0.40 0.038 0.048 0.019 0.019 0.01644 74 0.40 0.038 0.047 0.019 0.019 0.01644 75 0.30 0.029 0.046 0.014 0.014 0.01233 76 0.20 0.019 0.046 0.010 0.010 0.00822 77 0.30 0.029 0.045 0.014 0.014 0.01233 78 0.40 0.038 0.044 0.019 0.019 0.01644 79 0.30 0.029 0.044 0.014 0.014 0.01233 80 0.20 0.019 0.043 0.010 0.010 0.00822 81 0.30 0.029 0.043 0.014 0.014 0.01233 82 0.30 0.029 0.042 0.014 0.014 0.01233 83 0.30 0.029 0.042 0.014 0.014 0.01233 84 0.20 0.019 0.041 0.0101 0.010 0.00822 85 0.30 0.029 0.041 0.014 0.014 0.01233 86 0.20 0.019 0.040 0.010 0.010 0.00822 87 0.30 0.029 0.040 0.014 0.014 0.01233 88 0.20 0.019 0.039 0.010 0.010 0.00822 89 0.30 0.029 0.039 0.014 0.014 0.01233 90 0.20 0.019 0.039 0.010 0.010 0.00822 91 0.20 0.019 0.038 0.010 0.010 0.00822 92 0.20 0.019 0.038 0.010 0.010 0.00822 93 0.20 0.019 0.038 0.010 0.010 0.00822 94 0.20 0.019 0.037 0.010 0.010 0.00822 95 0.20 0.019 0.037 0.010 0.010 0.00822 96 0.20 0.019 0.037 0.010 0.010 0.00822 E =100% F= 5.652 5.65 IN /HR *0.25= 1.41 " 1.41 " * 0.0833 * 0.8600 ACRES= 0.1013 AC FT= 411.4 C 3. m' 2� T m n m z O 11 DISCHARGE IN PERCENT OF ULTIMATE DISCHARGE (K) O O O O O G O 0 N ii C C m v m cn m D CA Co N N N cn N co Wr A W V A O A w coA rn A N OD OD cA A O V V O V W O V co OD N OD N 00 00 co Co r■■■■■■■■■■■■■■■■ ■■■■■■■■ iiiiiiiii aim iiiiiii I I ......... ■M■■■■■■■■■■■■■■■■■■■■■■ ........... ■l\ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■\1 ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■■■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ O 0 N A x O O O O O O O O O N N W O 01 O CT O Cr O O O O O O O O A V O W O Co N N N C)f N O r A w V A O A C' A CA A co N Cn cn OD CA CA A CA V V O V W V CA V co w N Cb, Ln OD co co A Z n D r r Z m Z Z 2 v 0 N A 2 0 0 L- oo - a) 'o m -< -A C) D< Co K F u) o_ G) C) m D Z D r f ®Aue4slfS 96euleAl ul aweN paOffeAptf gold ayl I PP K PJ s E ILI y RMW 'IMF f i �� ems_ .a�� - "� "r`It•1 0 .ai � .: ,' " .w— a. f.. - - _ i �� •,tom �" �� `a� 4 W smon� yano Jalum • WATER QUALITY UNITS r ~ Standards for storm water quality will necessarily vary by location and land use. The most targeted sources of runoff pollution are paved areas in urban and industrial sites. These are generally small (< 1 acre), or 40 ha with high traffic loads, such as parking lots and gas stations, that generate significant concentrations of contaminant particles and hydrocarbons. Because of land constraints, ADS underground Water Quality Units have become an increasingly efficient solution for treating storm water. These durable, lightweight structures have been specifically designed for fast installation and easy maintenance. BENEFITS • Independent testing shows the following: ■ 80% TSS removal • 80% oil & grease removal ■ Greater than 43% TP removal ■ 74% heavy metals removal • Removes floatable debris such as oils and greases. • Available in 36" (900mm) through 60" (1500mm) diameters. • Lightweight High Density Polyethylene (HDPE) unit installs easily with a minimum of manpower. Heavy cranes are not necessary to install the unit. • Each unit is fitted with access risers for easy inspection and maintenance of the sediment and oil chambers. • The unit is inexpensive because the design is simple and there are no moving parts. • The bypass system prevents re- suspension of captured solids by diverting water flows greater than the first flush. • HDPE resists abrasion and chemicals found in storm water and in the surrounding soil. The ADS Water Quality Unit (above) is lightweight and easy to install., requiring little ' in the way of manpower or heavy equipment A bypass system (above right) is installed to prevent water flows greater than the first Push from re- suspending captured pollutant particles The ADS Water Quality Unit (below) is fitted w#h access rise: s for easy inspection and maintenance. STANDARD MODELS Product Diameter Length -� Inlet Size ` Outlet Siz"e Treated Flow Rate. Sed. Vol. Oil Vol: Sieve` Number r in (mm) ft (m) in (in -in (mm) cfs (L /S) ft3 (m3) ft' (m3) Size .. BYPASS PIPE LOCATED ON THE SIDE OF THE fOIIOWS. ADS WATER DUALITY UNIT ACCESS RISERS f� VFS L/S 1211 3.8419 3620W0A 36 (900) 20 (6) 10'(250) 10 (250) (42) 65 -(1:8) °`30,(08) ` 140. 3640WQA 36` (900) 40 (12) 10 (250) 10, (250) ,15 2.38 (67) 137 (3.9) F 63'(1;8) . = 146 t 3620WQB ` 36 (900) 20 _:(6) 10 (250) 10 (250) 0.7 (26) 65 (1.8) 30 (0.8) = ..200 3646VQ6 ° ,: 36 "(900) - 40 (12) 16 (250) 10'(250) 1.6 (45) 137 (3.9) 63 (1.8) 200 :4220WQA -42 (1050) 20 (6) ". , 12 (300) 12 (300) 1.75 (49) . 83, (2.3) _ , 38 (1:1) 140 •4240WQA 42 (1050) " 40 (12) 12 (300) 12 (300),, .3.66 (104) : 175 '(5.)'` '' .81 (2.3)' 140 4220WQB; 42 (1050), , • 20 (6) 12 (300) 12 (300) 0.86 (24) 83' (2:3) 38 (1A) 2001 ' 4240WQ6 ' :"-42'(1050) ", 40 (12) 12 (300) 12 (300)- 1.83 (52) 175 '(5.) '81 (2.3) 200 ,4820WQA 48 (1200) 20• . (6) 12 (300) 12 (300) 2.26 (64) 116 (3.3) 55.(1:6) ' 140 4840WQA 48 (1260)'L- 40_ (12) . -12 (306) 12 (300) 3.94 (1 12) 245 (6.9) 115, (3.3) -140 4820WQB -48 (1200),' 20 (6) ' , ' • 12 (300) 12 (300) 1.13 ` (32) 116 (3.3) 55 (1.6) 200 14840WQB • 48-(1200) , •40 •(12) . 12'(300) 12 (300) 239 (68)` 245 (6.9). .115' (3.3) 200,, , „ , 6020WQA 60 (1500) - 20 (6) 15 (375) , ` 15 (375) 2.95 (84) -183. (5.2) 87 •140 '6040WQA ' '` 60 (1500) 40'(12) - T. 15 (375) ' `15 (375) 6.23 (176) -385 (10.9) „(2.5)'' 184'(5.2),;, 140 '6020WQB ,, 60.(1500)' w 20 (6) 15 (375) u 15 (375) 1.47 "(42) 183 (5.2) "87 (2.5)` 200 6640WQB ` 60' (1500) • .40 (12) 15 (375) -15 (375) 3.12. (88)", 385 (10:9). 184 (5.2) .. 200 140 sieve is equal to a particle size of 0.0042" (0.106mm) 200 sieve is equal to a particle size of 0.0030" (0.075mm) DESIGN VARIATIONS PEAK FLOW RATE The standard models listed above will provide efficient removal of pollutant particles and hydrocarbons for The by -pass pipe of the ADS WQU is the majority of site conditions. For unusual conditions, ADS can recommend a system combining a variety designed to convey the peak storm of sizes and configurations. water flow of the storm line. For example, @ a 1% slope, peak ADS STORM WATER QUALITY UNIT flow rates for the by -pass line are as BYPASS PIPE LOCATED ON THE SIDE OF THE fOIIOWS. ADS WATER DUALITY UNIT ACCESS RISERS f� VFS L/S 1211 3.8419 163.9 FLOW _ 1511 6.971 188.0 18" 11.343 307.0 2411 24.451 661.0 3011 44.3[7f 1,240.0 SEDIMENT CHAMBER OIL CHAMBER 3611 72,1,7 1,950.0 42" 108.95 2,950.0 Unit configuration & availability subject to change without notice. Product detail may differ slightly from actual product 4811 155.61 4,210.0 appearance. 60" 282.36 7,630.0 DESIGN AND INSTALLATION Available in 36" (900mm) through 60" (1500mm) diameters, ADS Water Quality Units are modified sections of N -12® pipe with weir plates at certain locations and heights to remove high percentages of sediment and oils from the first flush of a storm event. They can be installed at any point in the subsurface drainage system, and are ideally suited to treat "hot spots" in existing storm water lines. The unit is designed using the fundamental principles of Stoke's Law and a standard orifice outlet control. The settling velocity of a particle is calculated based on the smallest particle to be removed. Standard units offer a choice of 140 or 200 sieve size removal. The outlet orifice is sized to release a typical first flush discharge, and to redirect any excess flow to a bypass piping system installed with the unit SIZING AND INSTALLATION Installation of Water Quality Units follows the same accepted practices as for the installation of large diameter flexible pipe. Specific installation instructions, along with details on specifying the proper size of a Water Quality Unit, are available in Technical Note 1.03 & Installation Guide 2.01. You can also find more information on our website at www.ads- pipe.com. TO? SeVirg the Water Quality Unit and tke inlet tei .ittirg IV IDDLE Bac Jin.; and backfilling the unit it 12" Its BOTTOM. Back-P/ over the Water Quality Unit and 0stali3tion of bypass line complete �� tom, R, _ ..r;,.�:•. � *�-*� - . -° THE HEART OF THE TREATMENT TRAIN For many drainage sites, the Water Quality Unit by itself can provide the required degree of pollutant removal. However, certain sites with higher concentrations of hydrocarbons or sediment runoff will need further treatment upstream and /or downstream of the Unit. This multi- tiered approach to storm water quality is known as the treatment train. Upstream measures include sediment prevention (vegetated swales, etc.) and inlet protection devices such as screens, filters and sift fences. These techniques are designed to prevent a large percentage of pollutants from ever entering the storm drain system. For impervious surfaces such as paved parking areas, catch basin insert filters are most commonly used for early stage treatment RETENTION /DETENTION Treatment downstream from the Water Quality Unit generally involves some form of retention or detention system. Retention allows accumulated storm water to gradually percolate into the surrounding soil, while detention meters the water through an outlet to a ditch, stream or other receiving area. Inlet designs to such underground storage vessels can also enhance pollutant removal. The "eccentric header system" consists of a large diameter manifold pipe with an invert positioned lower than those of the smaller inlet pipes to the storage vessels. The large header pipe thus acts as a sump into which suspended particles may settle. Manholes and /or risers may be installed to facilitate inspection and cleaning. Designers can choose between two methods of constructing the retention or detention system. The first is the use of'ADS N -12® large diameter corrugated high density polyethylene pipe, known for its economy and ease of installation. The second option is StormTech®, specially en fjneered`to meet the demands of subsurface storm water management applications. ADS supplies a complete line of pipe, fittings and fabricated manifolds, along with detailed sizing, design and installation instructions on our website at www.ads - pipe.com. 1 , NYLOPLASTO CATCH BASIN HEADER PIPE RETENTION /DETENTION SYSTEM INLET PIPES a.... _ - — ...FL._ -w. aj ✓ �* 1 •r` c _. tea... The "eccentric header" is installed; ' with its invert lower than the 'inlet .T pipes, thus acting as a sump to collect suspended sediment. '' Y c ADS STORM WATER QUALITY UNIT PRODUCT SPECIFICATION SCOPE This specification describes 36- through 60 -inch (900 to 1500 mm) Storm Water Quality Units for use in on -site point source storm water treatment applications. REQUIREMENTS Storm Water Quality Units shall have a smooth interior and annular exterior corrugations. The unit shall have at least three containment zones, each zone separated from the next by use of a weir or baffle plate Weir and baffle plates shall be welded at all interfaces between the plate and water quality unit. First weir plate shall incorporate a saw tooth design and shall be reinforced with stiffeners positioned horizontally on the downstream side of the plate to be retained. Storm Water Quality Units shall provide adequate clean-out and inspection access. JOINT PERFORMANCE Connections for the bypass line and the unit shall utilize the same joint quality as specified for the main storm sewer pipe. Couplers for the bypass line may be either split couplers, in -line bell couplers, snap couplers, bell-bell couplers, or welded bell couplers. MATERIAL PROPERTIES Virgin material for pipe & fittings used to produce Storm Water Quality Units shall be high density polyethylene conforming with the minimum requirements of cell classification 424420C for 4- through 104nch (100 to 250 mm) diameters, and 435400C for 12- through 60 -inch (300 to 1500mm) diameters as defined and described in the latest version of ASTM D3350. The virgin pipe material shall be evaluated using the notched constant ligament -stress (NCLS) test as specified in Section 9.5 and 5.1 of AASHTO M294 and ASTM F2306, respectively. All smooth baffle and weir plates shall be high density polyethylene. INSTALLATION Installation shall be in accordance with the ADS installation guidelines, utilizing a class I (ASTM D2321) structural backfill material or flowable fill (CLSM — Controlled Low Strength Material). Contact your local ADS representative or visit www.ads- pipe.com for the latest installation instructions. PERFORMANCE Water Quality Units shall remove a minimum of 80% of the first flush total suspended solids (TSS) based on flow rates and corresponding sieve sizes shown in Table 1. Water Quality units shall be installed "offline" to prevent re- suspension of solids in high flow situations. Offline installation shall be constructed utilizing an ADS By -Pass structure. Flow through the unit shall be controlled by an orifice fabricated on the outlet end of the structure. ADS "Terms and Conditions of Sale' are available on the ADS webshe, w .ads- pipe.com Advanced Drainage Systems, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. Nyloplastm is a registered trademark of Nyloplast, Inc. StormTechm is a registered trademark of StormTech, L.I.C. - ° 2007 Advanced Drainage Systems, Inc. #10505/1007 ec n�ca I 600 « «'y Notes Technical Note 2.120 Re: Storm 1Nater Detention /Retention System Design Date: April 24, 1997 Revised September 2006 R.) DESIGN METHODOLOGY — TRADITIONAL SYSTEM A) Overview: Most design engineers use the rational method to determine design flow rates, although many feel that the TR -55 (SCS) methodology becomes more realistic for watershed larger than 40 acres. Since our experience has generally been with smaller watersheds, we will concentrate our efforts here exclusively on the rational method. ' B) Design Steps Using the Rational Method: 1) Determine Watershed Area: A watershed is defined as the surface area that contributes runoff to a common point. This is usually determined from local surveys, although it is common practice to utilize locally available United States Geographical Survey (USGS) quadrangle sheets as a reliable source of topographic information. 4640 TRUEMAN BLVD, HILLIARD, OH 43026 (800) 821 -6710 http:ttwww ads- pipe.a0m ay I.) INTRODUCTION In today's engineering community, storm water management is a design issue which never goes away. ' First, environmental regulations allow only a certain level of pollutants to be present in discharged storm water. Second, continued urbanization of land dramatically increases storm water runoff. This increase in runoff can cause problems in areas where recharge of aquifers is necessary in order to maintain a steady groundwater supply. This is especially a problem in coastal regions where seasonally low water table 1 levels may cause lateral intrusion of salt water into the adjacent aquifers. In this case, storm water retention systems, which hold runoff in a defined area until the surrounding soil can accept it, are a necessity. ' Another design constraint of storm water collection systems is the allowable rate of discharge. Most undeveloped land drains via overland flow into local tributaries or collection ponds and can naturally hold or convey only a certain rate of discharge from upstream systems. Runoff rates during a rainfall event which exceed that of the maximum allowed at the outfall must be detained and released through an outlet ' pipe at a controlled rate until the storm subsides. These storm water detention systems are common to storm water management practice. Storm water retention and detention systems are present in the industry as either above - ground ponds or as subsurface piping. The former is the least expensive method, though it is the most inefficient use of ' developable land, is prone to early siltation and clogging, and poses long -term aesthetic problems such as insect breeding, weed growth and odor and refuse control issues. By comparison, subsurface retention/detention systems use available land efficiently while introducing low maintenance costs and ' posing little or no aesthetic problems. This report covers the design of subsurface retention/detention systems utilizing ADS corrugated HDPE pipe and manifolds. This paper will provide the designer with a simplistic step -by -step approach to designing and sizing an efficient subsurface system. Additionally, a design aid, which computes the ' required system size based on the required storage volume and user defined constraints, has been added to assist in sizing underground pipe systems. R.) DESIGN METHODOLOGY — TRADITIONAL SYSTEM A) Overview: Most design engineers use the rational method to determine design flow rates, although many feel that the TR -55 (SCS) methodology becomes more realistic for watershed larger than 40 acres. Since our experience has generally been with smaller watersheds, we will concentrate our efforts here exclusively on the rational method. ' B) Design Steps Using the Rational Method: 1) Determine Watershed Area: A watershed is defined as the surface area that contributes runoff to a common point. This is usually determined from local surveys, although it is common practice to utilize locally available United States Geographical Survey (USGS) quadrangle sheets as a reliable source of topographic information. 4640 TRUEMAN BLVD, HILLIARD, OH 43026 (800) 821 -6710 http:ttwww ads- pipe.a0m ay 2) Layout Your System: This includes shaping topography to develop adequate drainage patterns to catch basins or drain inlets, dividing the watershed into subwatersheds, and strategically placing storm drainage pipe and structures where required. 3) Determine Time of Concentration (tc): Time of concentration is defined as the measure of time it takes the entire watershed to contribute to runoff at the outlet. It is influenced by surface roughness and slope, channel slope and flow patterns. Time of concentration increases with increasing slopes and when flow patterns become more defined through urbanization. Where local equations do not govern, use of the time of concentration nomograph given in Figure 1 is a convenient method of determining time of concentration for a drainage system. Overland flow is characterized as shallow sheet flow across a given area, while channelized flow allows for significant depth of flow to convey runoff off -site; this occurs in swales, ditches, natural and improved channels, and pipe systems. � ° o W0 LL � g W W W W O o o a 11 Z LL m O x O O W LL U N g = / = D: 3 LL 0:3 d0 O Z O > / = 3 fy j. r �I 3 t i� i it .l i ,.3 t �t I !. �i s . �t t� 4F ti i 31 t I� a� 1. IS ik 14 i r 3' i i 1; �s l� i I� #I �f li it 3 t I' i s 1 . As illustrated in Figure 1; Manning's "n" values play a significant role in determining time of concentration. The higher the roughness value, the longer it takes runoff to travel across the Watershed or through a channelized system. Typical Manning's "n" values for various flow regimes are summarized in Table 1. Although laboratory Manning's "n" values for various pipe materials fall on the low end of the range given in Table 1, the designer should i incorporate all parameters which may inherently affect the flow capacity of the system during its design life. This includes, but is not limited to debris, bends, junctions, offset and misalignment of joints, and lateral connections. These parameters tend to increase Manning's "n ", bringing the design "n" up to the higher end of the range given in Table 1. i Table 1: Typical Values of Manning's "n^ Coefficients s Description Typical Values .s;..; `1 Earth, uniform section With short grass, few weeds 0.022 -0.027 In gravely soils uniform section, clean 0.022 -0.025 Earth, fairly uniform section No vegetation 0.022 -0.025 Grass, some weeds 0.025 -0.030 Dense weeds or aquatic plants in deep channels 0.030 -0.035 Sides, clean, gravel bottom 0.025 -0.030 Sides, clean, cobble bottom 0.030 -0.040 Dragline excavated or dredged ' No vegetation 0.028 -0.033 Li htbrush on banks 0.035 -0.050 Rock s Based on design section 0.035 Based on actual mean section Smooth and uniform 0.035 -0.040 - Jagged and irregular 0.040 -0.045 Channels not maintained, weeds and brush uncut Dense weeds, high as flow depth 0.08 -0.12 Clean bottom, brush on sides 0.05 -0.08 Clean bottom, brush on sides, highest stage of flow 0.07 -0.11 Dense brush, high stage 0.10 -0.14 Roadside chdiinets and swales with hWntained ve' elation fforvelocidis b 2'and 6 s Depth of flow up to 0.7 ft Bermuda grass, Kentucky bluegrass, buffalo grass: Mowed to 21n. 0.045 -0.07 Length 4 to 6 in. 0.05 -0.09 Good stand, any grass: '- Length about 12 in: 0.09 -0.18 '- Length about 24 in. 0.15 -0.30 Fair stand, any grass: = Length about 12 in. 0.08 -0.14 t Length about 24 in. 0.13 -0.25 Depth of flow 0.7 -1.5 ft Bermuda grass, Kentucky bluegrass, buffalo grass: Mowed to 2 in. 0.035 -0.05 1 Length 4 to 6 in. 0.04 -0.06 Good stand, any grass: Length about 12 in. 0.07 -0.12 Length about 24 in. 0.10 -0.20 Fair stand, any grass: - Length about 12 in. 0.06 -0.10 Length about 24 in. 0.09 -0.17 "Natural Sbeam Chariiielti• ..w'•�..�.i;��'E "�'^�..t`��`..� �� " 3 . 5:l'..v... -.Ve -. ++iR:.:�ary.t. µ�.l� mt•..St..is.a ..?+.+ti ". Minor Streams Fairly regular section: Some grass and weeds, little or no brush 0.030 -0.035 Dense growth of weeds, depth of flow materially greater than 0.035 -0.05 weed height , Some weeds, light brush on banks 0.04 -0.05 Some weeds, heavy brush on banks 0.05 -0.07 Some weeds, dense willows on banks 0.06 -0.08 For trees within channel, with branches submerged at high stage, increase all values by 0.01 -0.10 1 Table 1 continued Mountain streams no vegetation in channel banks usual) steep; r 3 trees and brush along banks submerged at high stage: Bottom of gravel, cobbles, and few boulders 0.04 -0.05 Bottom of cobbles, with large boulders 0.05 -0.07 Floodplains (adjacent to natural streams): Pasture, no brush: Short grass 0.030 -0.035 High grass 0.035 -0.05 Cultivated areas: No crop 0.03 -0.04 Mature row crops 0.035 -0.045 Mature field crops 0.04 -0.05 Heavy weeds, scattered brush 0.05 -0.07 Light brush and trees: Winter 0.05 -0.06 Summer 0.06 -0.08 Medium to dense brush: Winter 0.07 -0.11 Summer 0.10 -0.16 Major streams surface width at flood stage more than 100 ft 0.028 -0.033 Closed conduits flowing artl ull Metal Pipe Brass, smooth 0.009 -0.013 Steel Lockbar and welded 0.010 -0.014 Riveted andspiral 0.013 -0.017 Cast iron Coated 0.010 -0.014 Uncoated 0.011 -0.016 Wrought iron Black 0.012 -0.015 Galvanized 0.013 -0.017 Corrugated metal Subdrain 0.017 -0.021 Storm drain 0.021 -0.030 Nonmetal Pipe Lucite 0.008 -0.010 Glass 0.009 -0.013 Cement Neat surface 0.010 -0.013 Mortar 0.011 -0.015 Concrete Culvert, straight and free of debris 0.010 -0.013 Culvert with bends, connections and some debris 0.011 -0.015 Finished 0.011 -0.015 Sewer with manholes, inlet, etc., straight 0.013 -0.017 Unfinished, steel form 0.012 -0.014 Unfinished, smooth wood form 0.012 -0.016 Unfinished, rough wood form 0.015 -0.020 Polyethylene Corrugated 0.021 -0.030 Corrugated, smooth interior 0.010 -0.015 Smooth wall 0.010 -0.015 Wood Stave 0.010 -0.014 Laminated, treated 0.015 -0.020 Clay Common drainage tile 0.011 -0.017 Vitrified sewer 0.011 -0.017 Vitrified sewer with manhole, inlet, etc. 0.013 -0.017 Vitrified subdrain with open joint 0.014 -0.018 Brickwork Glazed 0.011 -0.015 Lined with cement mortar 0.012 -0.017 Sanitary sewers coated with sewage slimes, with bends and connections 0.012 -0.016 Paved invert sewer, smooth bottom 0.016 -0.020 Rubble masonry, cemented 0.018 -0.030 Time of concentration for the entire watershed can be computed using Equation 1 by summing overland and channelized time of concentration values determined from Figure 1. t - tc(OL) +tc(CH) 1 where t� = total time of concentration for the watershed (minutes) t<co► =overland flow time of concentration (minutes) from Figure 1 t�(cii) = channelized flow time of concentration (minutes) from Figure 1 4.) Establish a Return Period (T): A return period is an average number of years between rainfall events which will equal or exceed a specified statistical average amount of rainfall over a specified time. The probability that a design storm will occur once in any given year is equal to its inverse, or 1 /T. Therefore, the.probability that a 10 -year storm will occur once in any given year is 1 /10 or 10 %. Most cities and municipalities have standards for storm sewer design return periods and allowable discharge rates based.on capacities of existing systems and outfall constraints. 5.) Plot Intensity- Duration - Frequency (IDF) Curves: These are available through local sources such as the State Highway Department or State Climatologist and illustrate the typical storm intensities (in inches/hr) for certain durations of storms (see Figure 2). Intensities are commonly derived by these agencies through Equation 2. _ a (2)' 1d (b +tc)° where tc = time of concentration (minutes); shown as "DURATION" in Figure 2 a, b, c = best -fit parameters that vary with return period. O ■ ■ ■ ■11 ■ ■ ■tl ■t1 ■■ QS E§§M1 M ■11 ■■ ANN ESS Ms ASW-4 111111 1 1111 ■1 �.0ME01 \W\\. \S.■ � ■1® ■Ili ■111': . ® ■1 ®111 ■ ®Illlll�i, .. ■ ■1 ■Ills ■111111 ■1 Minuma DURATION. Hour Figure 2: Intensity- Duration - Frequency curve example 5 These curves can also be created using the Rainfall Frequency Atlas for the Eastern United States or the NOAA Atlas 2 for the 11 Western States. 6.) Determine Runoff Coefficient (C): The runoff coefficient (C) is the least precise variable of the rational method and is equal to the ratio of rainfall reaching the drain inlets to the total rainfall experienced during a rainfall event. C increases with increasing slopes and decreasing surface roughness; it is also a function of soil conditions (i.e. moisture content, degree of compaction, permeability, and depth to water table). Urbanization tends to dramatically increase C and, in turn, total runoff. Typical values of runoff coefficients are listed in Table 2. Table 2: Rational Coefficients Area "C" values Business Downtown 0.70 -0.95 Neighborhood 0.50 -0.70 Residential Single family 0.30 -0.50 Multiunit detached 0.40 -0.60 Multiunit attached 0.60 -0.75 Suburban resident 0.25 -0.40 Apartment 0.50 -0.70 Residential 1.2 acre lots or more 0.30 -0.45 Industrial Light 0.50 -0.80 Heavy 0.60 -0.90 Parks and Cemeteries 0.10 -0.25 Plavprounds 0.20 -0.35 Pavement Asphaltic and concrete 0.70 -0.95 Brick 0.70 -0.85 Drives and Walks 0.75 -0.85 Roofs 0.70 -0.95 Lawns, sandy soils Flat, 0 -2% 0.05 -0.10 Average, 2 -7% 0.10 -0.15 Steep > 7% 0.15 -0.20 Lawns, heavy soils Flat, 0 -2% 0.13 -0.17 Average, 2-7% 0.18 -0.22 Steep > 7% 0.25 -0.35 Railroad Yard 0.20 -0.40 Most watersheds are nonhomogeneous in nature, and a variety of runoff coefficients may exist over the area to be drained. In this case, the runoff coefficient must be averaged over the entire area based on varying surface conditions across the watershed. This weighted "C" value can be calculated from Equation 3. n ICiAJ C W _ j =1 (3) n 2: Ai j =1 where Aj =area for land cover j Cj = runoff coefficient for area j n = number of distinct land covers in the watershed CW = weighted runoff coefficient 7.) Calculate Peak Flow Rate (q,): Once watershed areas, rainfall intensities and runoff coefficients have been determined, design flow rate is easily calculated using the rational equation (Equation 4). q P = C W iA (4) where % = peak flow rate (ft3 /s) C. =.-weighted rational coefficient i = rainfall intensity (in/hr) . A = watershed area (acres) For retention and detention systems, a common procedure is to set the allowable pre- development discharge, or flow rate, equal to the maximum pre - development flow rate for a given design storm (i.e. 10 -yr, 25 -yr, etc.). Given these conditions, outlet piping must be sized according to pre- development flow rates. Figure 3 illustrates flow capacities for corrugated polyethylene pipe (CPEP) with a smooth interior. 0 Ui w F Z X 0 0 N N Z r w° v° 12 a° US - 0.10 50 5A00 a - M 40 4Q00 7,000 / / 18 0,05 - " 20 2p00, .. Q9D F ! LL 15- C& 21 . OD4 - 0.7700 - OD3 O(.SO . 24 10 " I,000� / 0.40 /o- 21_ 27 OD2 w - / ¢ 0.30 24-- 4 30 q 50 500 u j / 27--36 33 4D 400S 020 b0. . . S0 700 ¢ ¢ w• M F 33 42 $ 2A Z00 - X v I 2 wWFULL L 0.10 a 042 a 4 ¢ ID 100 `rd 0.90 FIDW 48 60 rn 0.70 66 0003 to m o, -p 0.60 54--72 " 0 a Oa0 60 78 .' 0. 50 0 0.40 84 . 0.40 40 - a 0.30. - ¢ 72 0.30 30 _ \ 78 1010 2 0.001 0.20 20 020 108 114 120 96 102 .. 0.10 10 " 1 OD005 - 0.10 108 120 ' Figure 3: Flow capacities of corrugated polyethylene. pipe (CPEP) 7 8.) Construct Storm Water Hydrographs: This is a plot of flow rate (Q) versus time during a rainfall event. Although there are a variety of methods used to estimate retention or detention volume, we will focus our efforts on the Abt and Grigg Method (Figure 4). q pa N a M r v o q pb tca (1 +m)tca Time Figure 4: The AM and Grigg Method The Abt and Grigg method gives an estimation of retention or detention volumes required because it measures the difference between the runoff volume resulting from the rainfall occurrence and the outflow capacity of the storm sewer. As evidenced in Figure 4, it is assumed that the inflow hydrograph follows the outflow hydrograph until the capacity of the outlet is reached. The difference in area shown by the shaded portion equals the storage volume required; this can be calculated using Equation 5. (VSO 1 +m1 =60 2 gpatca(l -a) 2 (5) where V51= storage volume required (ft) in = ratio of hydrograph recession to time of peak (usually 1) t. = after - development time of concentration (min) qpa = after - development peak discharge (ft3 /s) c, — gpb/gpa qpb = outflow peak discharge (ft3 /s) 9.) Size Your System: A design aid to assist in sizing underground piping systems is included on this CD using the following methods for detention and retention systems. a.) Detention Systems: Once you have calculated the storage volume required, subsurface detention systems can be sized to use standard ADS manifold components and pipe. The most efficiently sized systems can be obtained from Equation 6 when Ad is equal to DAF times Vst. Design is adequate when Ad >_ DAF • VSO (6) where Ad = detention surface area (ft) DAF = detention area factor (ft2/ft) from Table 3 The amount of pipe is calculated as follows: Detention pipe required (ft): Ld = Vst (7) SC where Ld = length of detention pipe required (ft) SC = pipe's storage capacity (ft3 /ft) from Table 3 Table 3: Storage Capacity of Retention/Detention Systems Using ADS N -12 Pipe Nominal ;;: d'.Average r ' Pipe Storage ` ID'etentio "n" Areal Retention Area y Minimum Trench. ,Diameter Qutstde y Capaciti(SC) Factor Factoi.(RAF)a m (mm) a : Di meter , ft3 /ft (in.. -� ftZ /ft3 (mz /in3) Y ftZ/ft3 (m2 /m3) ft (m)st .�� ..' in. mm . ,:,. n:...a a I. maximum , _ 12 300 14.45 367 0.81 0.02 2.79 9.15 1.24 4.10) 2.04 0.62 15 375 17.57 446 1.22 0.03 2.11 6.92 1.05 3.44 2.30 0.70 18 450 21.20(538) 1.78 0.05 1.76 5.77 0.91 2.98 2.60 0.79 24 600 27.80 706. 3.16 0.09 1.16 3.80 0.69 2.26 3.15 0.96 30 750 35.1 892 4.91 0.14 0.98 3.21 0.62 2.03 3.43(l.05) 36 900 41.7 1059 7.07 0.20 0.80 2.62 0.52(l.71) 3.98(l.21) 42 1050 47.7 1212 9.35 0.26 0.65 2.13 0.44(l.44) 4.48(l.37) 48 (1200) 53.6 (1361) 12.36 (0.35) 0.53(l.74) 0.38(l.25) 4.97(l.51) 60 1500 65.5 1664 19.31 0.55 0.41(l.34) 0.30 0.98 6.02 1.84 Based on soil porosity, 0:29; if a different rl is used,(p- )`then use a modified retention ar a factor RAF, DAF 3.45r1m(DAF =RAF) (see Table 4 for typ rj valu`es) . 'fir,, x:'. �,�j•`f_��. Table 4: Typical Porosity Values for Various Soil Types Soil.Descr�phor► ,, ` _ ,� ,, ' w .T ical . oiaosi ._ ._'�_.. Loose uniform sand 0.44 Dense uniform sand 0.31 Loose angular-grained silty sand 0.39 Dense angular-grained silty sand 0.29 b.) Retention Systems: The minimum footprint for a retention (or recharge) system)is a function of the in situ soil's ability to accept the storm water flow. Thus, the required surface area can be calculated using Equation 8. Ar - qpa -qpb (8) k•hg where Ar = retention surface area needed (ftZ) k = coefficient of permeability of native soil (ft/s) h8 = hydraulic gradient = Ah/L (see Figure 5) Notes: • The coefficient of permeability (k), given in Equation 8, should be obtained through in situ or laboratory percolation tests, as values can range from less than 3.33 x 10-8 ft/s for clay to as much as 3.33 ft/s for clean gravel! In order to calculate accurate recharge rates and required retention volumes, an average k over the length of soil, L, should be used in Equation 8. • If A, is not available, i.e. the permeability is too slow, the engineer will have to set A, = Aa, where Aa = available area (ft). A storage volume must be created to handle the difference. 4 i, 9 GROUND SURFACE — — LIMITS OF GRANULAR BED — — — — — — — — �— — — r PHREATIC LWE �I - I-r- H 10 eh `SURROUNDING SOIL WITH PERMEABILITY =k� GROUND WATER TABLE 6 1 I Fi ure 5: Illustration of hydraulic gradient Sizing of the system is confirmed using Equation 9. Retention design is adequate when A, ? RAF• VS, (9) where RAF = retention area factor (ft'/ft) from Table 3 Vs, = storage volume (ft) from Equation 5. Finally, Equation 10 can be used to calculate the quantity of retention pipe required: VSO —rIArH LF = (10) SC•(1 -TI) where L, = length of retention pipe required (ft) rl = porosity of backfill = V N (see Table 4 for typical values) V,, = volume of voids in backfill (ft) V = total volume of backfill (ft) H = minimum trench height (ft) from Table 3 10.) Select Manifold Components and Appurtenances a.) Manifold Components: The following structures are available for 12 " -60" ADS N -12 pipe. Table 5 illustrates laying length and maximum storage volume for each of these parts: • 90° bend (12"-60") • Single Lateral (12 " -60 ") • Double Lateral (12 " -60 ") • Triple Lateral (12 " -36 ") • Reducers: Available in all sizes (12"-60"x4"48") • End caps: Used on the end of laterals or manifolds • Standard Pipe Lengths: (Plain End N -12 Non - Perforated) 12 " -18" �: 10', 13' and 20' 24 " -60" �: 10', and 20' 10 1� i� 41 i II Il l+ t� 1 f 4 i Table 5: Stora a Volumes of Standard Manifold Components and Related Parts W m3 Description i Nominal Diameter, in mm ;:12 (300) 15:(375)A A1,8 (450) ".;24 (600) . 30 (750) ri 36 (900) ; 42 (1O50j: X48 (1200) . ;J60;(1500). 90° bend 1.81 (.05) 3.16 (.09) 5.57 (.16) 11.61 (.33) 23:60 (.67) 40.21 (1.14) 56.61 (1.60) 81.14 (2.30) 154.48 (4.37) Single lateral 2.23(.06) 3.85 (.11) 6.78(!19) 13.76 (.39) 28.22 (.80) 48.03 (1.36) 66.34 (1.88) 94.11 (2.66) 178.38 (5.05) Double lateral 4.47 (.13) 7.69 (.22) 13.55 (.38) 27.52 (.78) 56.44 (1.60) 93.06 (2.72) 132.68 (3.75) 188.22 (5.33) 356.75 (10.10) Triple lateral 6.70 (.19) 11.54 (.33) 20.33 (.58) 41.28(l .17) 84.66 (2.40) 144.10 (4.08) N/A N/A N/A 10' pipe length 8.10 (.23) 12.20 (.35) 17.80 (.50) 31.60 (.89) 49.10 (1.39) 70.70 (2.00) 93.50 (2.65) 123.60 (3.50) 193.10 (5.46) educers (all .62 (.02) 1.29 (.04) 1.88 (.05) 4.08 (.12) 8.43 (.24) 12.11 (.34) 16.11 (.46) 21.63 (.61) 38.62 (1.09) nd ca s .78 .02 .1.32 .04 1.99 .06 3.32 .09 5.06 .14 9.13 .26 12.13 .IAN 16.22 .46 28.97 0.82 y For your convenience, AutoCAD drawing blocks of the ADS standard manifold components y4 shown in Figure 6 can be obtained upon request from ADS. All drawings are in Release 1 2000 format. I Shop drawings to be used for submittal purposes can be found in Appendix A; these include 1 i laying dimensions and product numbers of all ADS manifold components and related parts. I SINGLE MANIFOLD DOUBLE MANIFOLD TRIPLE MANIFOLD 90• BEND MANIFOLD j t COMPONENT COMPONENT COMPONENT COMPONENT L ' 1 � 1 1 1 1 si It k 1 .4. 1, REDUCER ENO CAP SPLIT COUPLER 1 } ► (a) 12 " -60" plain end N -12 manifolds and appurtenances (soil tight) � 4 ,4 1 t i ii l 4� i i SINGLE MANIFOLD DOUBLE MANIFOLD TRIPLE MANIFOLD BO' BEND MANIFOLD COMPONENT COMPONENT COMPONEN7 COMPONEN7 (B x S x S) (BxS zS) IS S x8) IS xS) C W BEND MANIFOLD SINGLE MANIFOLD DOUBLE MANIFOLD TRIPLE MANIFOLD SINGLE MANIFO LD COMPONENT COMPONENT COMPONENT COMPONENT COMPONENT (B x B) '''�'II �IIx�II(�IIx�IIB�IIx�II �IIx�IIZ�III,II,'IIB,II,'',II'x e) �IIIT''' IIIxIIIIIIx�IIy '�e�('III'I�I'IfII -,'' (B x B x S) III /�'''IIIxIII IIIxIIIIIIx'IIDIII (B x B x S) (B x e x e) LINXNN/ IWIA/ 0 M S . SPIOM (B z e) IS x B) (B) (B> BELL — BELL REDUCER END CAP COUPLER (b) 12 " -36" N -12 Pro -Link WT manifolds and appurtenances (water tight joint) BO BEND MANIFOLD DOUBLE MANIFOLD DOUBLE MANIFOLD SINGLE MANIFOLD COMPONENT COMPONENT COMPONENT COMPONENT (Sx B) (Sx B x B) (exBx B) (S XS x B) SINGLE MANIFOLD DOUBLE MANIFOLD DOUBLE MANIFOLD 90' BEND MANIFOLD COMPONENT COMPONENT COMPONENT COMPONENT BB'�I��) (IIS��XII/IIxI��By'�^y'' (S x B X B) (S x B x B) (S x B) �I„'�'„p^„��LII/IXI��IXI��■■■ ��D��I�(y■■s ^xI��I I u�N.JI SAM wllt S =E SPIGOT (B X S) (S x B) REDUCER (B) (B) END CAP BELL - BELL SHOULDER CASKET COUPLER (INSTALLED IN FIELD TYPICALLY) (c) 42 " -60" N -12 Pro -Link ST manifolds and appurtenances (soil tight joint) 12 t II is s { � t , i i' i F 4 ,k 'k , f I r` t .� �I �i I• ,' Figure 6: Typical laying schedules for (a) 12 " -60" � soil tight, (b) 12 " -36" � water tight and 1.. (c) 42 " -60" soil tight 1 - b.) Couplings and Lateral Connections: • Split Couplers: Available with soil tight performance for diameters up to 60" Bells and Spigots: Available with soil tight performance (12 " -60 ") and water tight performance (12"-36") • Laterals: Fabricated saddle tees up to 36" or Inserta -Tee® up to 15" can be used to field tap laterals into an ADS storm sewer f ' c.) Perforation Configurations: All perforation patterns shall meet Class 2 requirements of AASHTO M294 latest edition. 12 " -60" N -12 perforated pipe shall be manufactured in accordance with Table 6 and Figure 7. i Table 6: AASHTO Perforation Patterns for 12 " -60" ADS N -12 Pipe Nominal Diametei �, ..,i ,Lt - s;:i -r. �7517'a, m mm , >, .. (_._. ) Vii` AASHTO } `'ti �'FSII- Y.+F —,l` `:S ecif cati6h e . _ P ?s Per forahon €'� T e _yP� . a Diameter; max ` ri or W v*... *�L- m (mm) ,..� a Perforation i� - � Confi uration ' — 12:(300) 'M294 Circular 0.375 (10) E 15 (375) M294 Circular 0.375 (10) E 18 (450) M294 Circular 0.375 (10) E 24 (600) M294 Circular 0.375 (10) F 30 (750) ' M294 Circular 0.375 (10) H 36 (900) ' M294 Circular 0.375 (10) H 42 (1050) M294 Circular 0.375 (10) H 48 (1200) M294 Circular 0.375 (10) H 60 (1500) M294 Circular 0.375 (1 O) H I �I 1� tl s I .I i t �f i+ 1 ! l 41 , I, �4 i i '.I f E (CIRCULAR) } E 60' t �I� 6 AT 60- E �~ F(CIRCULAR) F 45' 8 AT 45 F H (CIRCULAR) H 4 I' 1 1 2 AT EVERY 45' H Fi ure 7: Perforation configurations `I 13 I t- d.) Risers and Cleanouts: These access ports are often required for periodic inspections or cleaning due to siltation resulting from sedimentation at low hydraulic velocities. Recommended placement and details of these structures are shown in Figure 8. UNDISTURBED CLASS I OR II MATERIAL PER ASTM D2321, LATEST EDITION, 8' LOOSE LIFTS X. SPD (a) Typical riser and cleanout detail (plan view) CONCRETE COLLAR GRATE AND FRAME (WHERE REQUIRED) (AS REQUIRED) \1/ \j/ \V \1/ SDR 32.5 SOLID WALL HDPE (SPECIFY DIAMETE UNDISTURBED \ // 4 EARTH '01 �EDD[NG)K CLASS I OR II MATERIAL ■ CLASS I OR II MATERIAL PER ASTM D2321, LATEST EDITION, = 4' MIN. FOR 12-24' N -12 COMPACTED IN MAX. 8' LOOSE LIFTS = 6' MIN. FOR 30-60' N -12 TO 957 MIN. OF MAX. SPD SECTION A -A Typical riser detail (section A -A) 14 I, di: " CONCRETE COLLAR LID (AS REQUIRED) (WHERE REQUIRED). %\XSOLID WALL HDPE CLEANOUT \// (SPECIFY DIAMETER) \\ UNDISTURBED X.. S.. I X>rx \ \ / UNDISTURBED EARTH CLASS I OR IP MATERIAL BEDDING - BEDDING ] PER ASTM D2321, LATEST EDITION, = 4' COMPACTED IN MAX. 8' LOOSE LIFTS MIN. FOR 12-24' N -12 TO 95X MIN. OF MAX. SPD = 6' MIN. FOR 30-60' N -12 CLASS I OR II MATERIAL ;X CLASS I OR II MATERIAL PER ASTM D2321, LATEST EDITION, = 4' MIN. FOR 12-24' N -12 COMPACTED IN MAX. 8' LOOSE LIFTS = 6' MIN. FOR 30' -60' N -12 TO 95% MIN, OF MAX. SPD SECTION B —B Typical cleanout detail (section B -B) Figure 8:(a) Plan view of typical riser cleanout; detail of typical (b) riser and (c) cleanout 11.) Installation a.) Minimum Cover Requirements: • Non - traffic installations: up to 48 ": 12" of cover (top of pipe to top of grade) 60" 0: 24" of cover (top of pipe to top of grade) • Traffic installations: Flexible Pavement: Up to 36" �: 12" (top of pipe to bottom of bituminous pavement section) 42 " -60" �: 24" (top of pipe to bottom of bituminous pavement section) Rigid Pavement: Up to 36" �: 12" (top of pipe to top of pavement) 42 " -60" �: 24" (top of pipe to top of pavement) b.) Backfill Requirements: All retention and detention systems shall be installed in accordance with ASTM D2321 "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" and as illustrated in Figure 9. Acceptable.backfill material for the pipe embedment zone shall be Class I or II Hl <RIGID PVMT.) H2ffLEX. PVMTJY �\ /\ ADS N -12 \\ UNDISTURBED X.. S.. I X>rx \ CLASS I OR IP MATERIAL BEDDING - (CLASS 1 OR II MATERIAL) FILTER FABRIC (WHERE REOUIRED) PER ASTM D2321, LATEST EDITION, = 4' COMPACTED IN MAX. 8' LOOSE LIFTS MIN. FOR 12-24' N -12 TO 95X MIN. OF MAX. SPD = 6' MIN. FOR 30-60' N -12 ■ HI , H2 = 12' FOR UP TO AND INCLUDING 48' N -12 " = 24' FOR 60' N -12 ■ FOR LIVE LOAD INSTALLATIONS PROVIDE 24' COVER FOR 42-60' N -12 •• SEE TABLE .7 . as predicated in ASTM D2321. • Figure 9: Typical installation detail for retention /detention systems 15 Migration of surrounding fine soils into the backfill envelope may become a design issue where filter fabric is not used to wrap the trench. This so- called "piping action" between the backfill material and the native soils can be mitigated by meeting the criterion suggested by Terzaghi in Equation 11. D,5 (of backfill) < 4 to 5 < D 15 (of backfill) 11 D85 (of soil) D15 (of soil) ( ) where 1315 (of backfill) = sieve size in which 15% of the backfill material (by weight) will pass 1315 (of soil) = sieve size in which 15% of the native soil (by weight) will pass D85 (of soil) = sieve size in which 85% of the native soil (by weight ) will pass 1315 and D85 values for the native soils can be determined from a grain size distribution curve produced from a sieve analysis. In retention systems, there may be some concern that the surrounding backfill will "wash away" through the perforations. In order to prevent this from occurring, the following criteria developed by the Army Corps of Engineers (1955a) and the U.S. Army et al. (1971) for gradation of backfill material is suggested: D8, (of backfill) (12) > 1.0 hole diameter c.) Filter Fabric: This is used primarily in retention design to minimize piping action. The following criterion is suggested when selecting filter fabric: 095 <2D85 (13) where 095 = average opening size (A.O.S.) of filter fabric 095 values are available through the fabric manufacturer. Geotextiles used for these applications are of the non -woven variety; all ADS geotextiles meet AASHTO M288 " Geotextile Specification for Highway Applications," latest edition. d.) Slope: Retention and detention systems are normally constructed with minimal slope, allowing system surcharge to follow the path of least resistance without causing surface flooding. Siltation can usually be avoided if a minimum hydraulic velocity of 2.0 ft/s is achieved. This self cleaning velocity can be checked versus Manning's equation below: 1.49•A•Rh2 /3s1/2 (14) V= 16 Table 7: "X" and "S" Values for 12 " -60" N -12 Pipe re: Figure 9 Nominal Diameter, in mm Minimum X, ft m S, ft m Minimum Required Actual 12 300 0.70 0.20 0.9 0.28 0.9 0.28 15 375 0.70 0.20 1.0 0.30 1.0 0.30 18 450 0.80 0.23 1.1 0.34 1.1 0.34 24 600 0.80 0.25 1.1 0.34 1.1 0.34 30 750 1.50 0.46 1.5 0.46 1.5 0.46 36 900 1.50 0.46 1.8 0.56 1.8 0.56 42 1050 1.50 0.46 2.0 0.61 2.0 0.61 48 1050 1.50 0.46 2.1 0.64 2.1 0.64 60 1500 1.50 0.46 2.0( 0.61 2.0 0.61 Migration of surrounding fine soils into the backfill envelope may become a design issue where filter fabric is not used to wrap the trench. This so- called "piping action" between the backfill material and the native soils can be mitigated by meeting the criterion suggested by Terzaghi in Equation 11. D,5 (of backfill) < 4 to 5 < D 15 (of backfill) 11 D85 (of soil) D15 (of soil) ( ) where 1315 (of backfill) = sieve size in which 15% of the backfill material (by weight) will pass 1315 (of soil) = sieve size in which 15% of the native soil (by weight) will pass D85 (of soil) = sieve size in which 85% of the native soil (by weight ) will pass 1315 and D85 values for the native soils can be determined from a grain size distribution curve produced from a sieve analysis. In retention systems, there may be some concern that the surrounding backfill will "wash away" through the perforations. In order to prevent this from occurring, the following criteria developed by the Army Corps of Engineers (1955a) and the U.S. Army et al. (1971) for gradation of backfill material is suggested: D8, (of backfill) (12) > 1.0 hole diameter c.) Filter Fabric: This is used primarily in retention design to minimize piping action. The following criterion is suggested when selecting filter fabric: 095 <2D85 (13) where 095 = average opening size (A.O.S.) of filter fabric 095 values are available through the fabric manufacturer. Geotextiles used for these applications are of the non -woven variety; all ADS geotextiles meet AASHTO M288 " Geotextile Specification for Highway Applications," latest edition. d.) Slope: Retention and detention systems are normally constructed with minimal slope, allowing system surcharge to follow the path of least resistance without causing surface flooding. Siltation can usually be avoided if a minimum hydraulic velocity of 2.0 ft/s is achieved. This self cleaning velocity can be checked versus Manning's equation below: 1.49•A•Rh2 /3s1/2 (14) V= 16 where V =flow velocity (ft/s) A = wetted cross - sectional area (ft) Rh = hydraulic radius = A/p,y (ft) pW = wetted perimeter (ft) s = slope of hydraulic grade line (ft/ft) n = Manning's roughness coefficient (see Table 1) Where design velocity falls below the self cleaning velocity, cleanouts should be included as part of the system design (see Figure 8). Other.design options may include installing sediment traps or other energy- dissipating devices at inlet points upstream to the retention or detention system. IV) DESIGN EXAMPLE A) Detention System An existing 5 -acre parcel of land in Baltimore, Maryland is to be paved with an asphalt overlay. Existing runoff is conveyed off -site via overland flow into an adjacent ditch along a roadway and collects. in a 20 year -old 18" RCP trunk sewer within the city's right -of -way. The RCP is in poor condition and needs replacement; it was originally designed to handle 10 -year design flows from previously undeveloped land immediately upstream, but has reached its hydraulic capacity due to urbanization. In order to prevent system surcharge, the city will only permit the owner to discharge the capacity of the existing system into the 18" RCP. The owner of the property would like to collect runoff with new drain inlets in the proposed parking area and connect into the existing'18" RCP with a new ADS• storm sewer; he understands the need for a detention system, and decides to get the most out of his land by incorporating a subsurface system. He has asked you to design the system using 48" ADS pipe and manifolds based on the following information: 9 J'00' \ 4 1 1 /\ -1 -1 P/2 f ® "25X _ , heavy soils cultivated area with no crops watershed area = 5 acres Fieure 12: Existing parcel (pre-development) for design example watershed area = 5 acres 18 LEGEND PIL PROPERLY LINE 05•? STORM SEWER SCHEDULE LABEL LENGTH DIAMETER IN SLOPE R P -1 175 12 0.5 P -2 175 18 0.5 P -3 202 18 1.5 P -4 38 24 0.5 P -5 51 24 1.5 P -B 42 15 1.0 I F[CFND PA PR0PER7Y L1#F d PPKP01, -r- is T Figure 13: Proposed parking lot for design example 1.) Determine Watershed Area: From the given parameters, we can see that the area is self - contained; that is, it is its own unique watershed, with no-additional upstream systems contributing to discharge rates. Therefore, A =5 acres for pre- and post - development conditions. 2.) Layout Your System: The owner has decided on the layout illustrated in Figure 13. The diameter -of the proposed storm sewer runs will be determined later in this example. 3.) Determine Time of Concentration: a.) Pre - development: We must first determine the longest flow path (L) from one point of the watershed to the first drain inlet. In this case, L= 663.17 ft as illustrated in Figure 12. Next, pre- development time of concentration (tab) can be approximated from Figure 1 and existing topography: � y 1050.5 —1045 overland slope : s = — _ = 0.008 = 0.8% L 663.17 where Ay = elevation difference across the watershed n = 0.040 (from Table 1) tcb = 12 minutes (from Figure 1) = pre- development time of concentration 19 b.) Post - development: Here, time of concentration calculations are a little more difficult because both overland and pipe travel times must be accounted for. These can be summarized in Table 8. 4.) Establish a Return Period (T): As stated in the problem statement, the 10 -year design storm intensities will be used to size the system. 5.) Plot IDF Curves: For the purpose of this example, we will use the IDF curves shown in Figure 2. 10 -year design storm intensities can be found when duration is assumed to be the time of concentration. a.) Pre - development: For tcb = 12 minutes, ib = 6.0 in/hr b.) Post - development: Here, time of concentration equals the sum of overland and pipe flow time of concentration values (see Table 8 for results). 6.) Determine Runoff Coefficient (C): a.) Pre - development: From Table 2 for heavy soils with flat slope, Cb = 0.17. b.) Post - development: Since the proposed surface will be a mixture of asphalt and grass, runoff coefficients must be "weighted" using Equation 3. These values are summarized in Table 8. 7.) Calculate Peak Flow Rates (q,. and q,b): a.) Pre - development: Using Equation 4: q,b = CbibA = (0.17)(6)(5) = 5.1 ft /s b.) Post - development: Flow rates for each contributing area are summarized in Table 8. A contributing area is an area within the entire watershed that contributes runoff to a certain point (in this case, proposed D.I.$). The areas defined in Table 8 were determined based on proposed topography shown in Figure 13. In conjunction with design flow rates for each contributing area, the proposed storm sewer must be hydraulically capable of conveying the runoff off -site. Required pipe diameters can be estimated from Figure 3 and are summarized in Table 8. 20 si t I i Table 8: Calculations for Design Example 1 Overland Flow Pipe flow (00 run- -A.(cgg) K Weighted Design "_- "Pipe" miri Y� a� -niii) In -ie _j '�fis4k�y flow: i e er,�-j� 1 4.5 P-1 0.70 4.5, 8.0 0.30 0.95 0.87 2.3 12" @ 0.5% 0.03 0.15 2 6.3 P-2 0.70 6.3 •7.5 0.87 0.95 0.85 8.6 18" @ 0.5% 0.12 0.15 ,3 7.5 P-3 0.80 7.7 7.0 0.87 0.95 0.85 14.5 24" @ 0.5% 0.12 0.15 f4 9.5 P -4 0.3 e 10.0 6.5 0.57 0.95 0.83 18.1 24" @ 0.5% J 0.10 0.15 �5 10.3 P -5 0.3 e I 10.3--r,6.4, 1.81 0.95 0.87 29.3 24" @ 1.5% 1 - 1 0.21 0.15 11 P-6 1 0.3 e I 10.6--T- 5.1 15" @ 1.0% 'From Figure I b tc'= greatest of* tc(OL) at D.I. in question I I (tuOL) at D.I. in question) + (1tc(CH) of upstream runs) i C r i For < 5 minutes, 5-minute intensities were used d Although the prop6sed system will produce 29.3 cts peak flow rate for a 10-year design storm, discharge cannot exceed the pre-development flow rate of 5.1 cfs. , e . 1-1 Mi nimum t,(Cm = 0.3 minutes (see Figure 1) it '� i ofj li it 8.) Construct Storm Water Hydrogea'phs: q 29.3 c% 30 ................................. . . ..... 25 Vs 20 E) V M 15 to q b 5-1 CfS 5 0 0 2 4 6 a 10 12 14 16 16 20 Time (minutes) Required storage volume can then be calculated from Equation 5: V -60 1 2 qpa - tc.(,_CC)2 60(L+(29.3X1 0.6JI - 5 -Y2 9.3 12,712 ft3 2 S I ize the System: a.) Determine Adequacy: Since we will be using 48" N-12 here, DAF = 0.53 ft2/ft3 (see Table 3) Therefore, design is adequate when Ad DAF•V,, or Ad (0.53)(12,712) = 6737 sf 21 r- b.) Detention Pipe Required: L — K,, _ 12,712 CF =1029 ft of 48" N -12 From Equation 7 and Table 3: a SC 12.36 CF /FT 9.) Select Manifold Components and Appurtenances: 37.3' 90' BEND 90' BEND MANIFOLD DOUBLE MANIFOLD DOUBLE MANIFOLD MANIFOLD COMPONENT COMPONENT COMPONENT COMPONENT 489BAN85B 4852AN85P 4852AN85P 489BAN REDUCER BINCLE MANIFOLD DOUBLE MANIFOLD DOUBLE MANIFOLD 48" X 15" COMPONENT COMPONENT COMPONENT 4875AN85B 4851AN85B 4852AN85B 4852ANBBB a.) Layout and construct detention system: m 90' BEND MANIFOLD COMPONENT 4898AN859 By using AutoCAD blocks available through ADS, Appendix A and Table 5, a 48" N -12 detention system with storage volume Vs, can easily be constructed. b.) Check actual detention surface area (Aac1) versus required surface area (Ad): From the laying schedule above, ABC, _ (37.3')(183') = 6826 > 6737 sf OK The system can be placed in the designated detention storage area shown in Figure 13. 22 B) Design a 48" retention system for the same property based on the following parameters: • coefficient of permeability of native soil: k = 3.33 x 104 ft/s porosity of backfill: T1 = 0.39 hydraulic gradient: hg =I L) Determine Adequacy: Required storage volume, pre - and post - development peak flow rates remain unchanged: V,, = 12,712 ft3 Qpe = 5.1 CA qpa ='29.3 cfs Since rl = 0.39, we must use amodified retention area factor (RAFR,): RAFm = DAF — 3.45TI (DAF - RAF) = 0.53 — (3.45)(0:39)(0.53 — 0.38) = 0.33 Therefore, design is adequate when A, ? RAF•V,, or A, >_ (0.33)(12,712) = 4195 s f 2.). Retention Pipe Required: From Equation .10 and Table 3:, V s` ' - r7"' A H- 12,712 - (039.4195.4.97) _ L r = _ - 608 ft of 48" N -12 K"(1 -17m) 12.36•(1 -0.39) Similar to the detention system in this example, AutoCAD blocks, Appendix A and Table 5 can then be used to determine the most feasible system configuration: 23 REFERENCES 1.) Cedergren, H.R., Seepage, Drainage and Flow Nets, third edition, John Wiley and Sons, Inc., New York, New York, 1989. 2.) Chow, V.T., Maidment, D.R. and Mays, L.R., Applied Hydrology, McGraw -Hill, Inc., New York, New York, 1988. 3.) Das, B.M., Principles ofGeotechnical Engineering, third edition, PWS Publishing Co., Boston, Massachusetts, 1994. 4.) McCuen, R.H., Hydrologic Analysis and Design, Prentice -Hall, Englewood Cliffs, New Jersey, 1989. 5.) Meadows, M.E., Storm Sewer Analysis and Design, prepared for Storm Sewer Design Workshop, Haestad Methods, Inc., Waterbury, Connecticut, 1996. 6.) Stormwater Detention Outlet Control Structures, Task Committee on the Design of Outlet Control Structures, American Society of Civil Engineers, New York, New York, 1985. 7.) Stormwater Management and Drainage Manual, Public Works Department, City of Little Rock, Arkansas, 1985. 24 0 a N M OI 0 0 N N 3 EL Q GRAPHIC SCALE 10 0 5 10 20 40 ( IN FEET ) 1 inch = 10 it. 't � o i ! (4) \ 670 .' i b AR l L= L'r 909 FS PROPOSED FENCE IL / 48.89) � r \EXIST. WATER LINE-, t u .SS�Tc l i 8.15 S AVENID/I C/L OF STREET 24.00' 30.00'___ I i { CATCH BASIN #1 I TC 47.23 FL 46.40 I CD Q o�� EXIST. 6" CURB &_ GUTTER { JOIN EXIST. INV OUT 1�8" 42.40 �,j S� <a� i 47.37 TC Q10 =1.65 CFS 6' I 46.87, FL - JOIN EXIST. /'> Tl / 1 - - � 1�' - (' 676FL, .0 (47 -04FL) 7 46.75 FL X0_32 l � (0.58 %) (0. 0.68 o.84FL) (0.6 7"' _ _ \ Y , EXISTING SIDEWALK -� T EXISTING SIDENIAI K E' IS' ;I WALK- EXISTING � 1 1 47.891 48.05TC 4T86TC 59TC 47.NI S "46.999FS U FS 47.55FS 47..36FS GB 09TP � FS °° 47.01 FS v \� INS LL R-11 4 .43-P y �� / I X0.01 0o E o 23 \. DO TOOT ENTER" SIGN 8.33 FS fi, W _ _ , <- - 14 `� ri 49.2?TC �" ° ° 1 \ - ! 20.00 -_ b' - ° o�. I r p r 47.78T� CJ U)-j ` - - JUNCTION #1 , II .� 49.26TC � 2% `�8 -91 TC \ /48.76F j \�\ 47.90TC ( TOG 48.00 / -•- 48.41 FS 9 7.40FS INV IN 18 42.26 `I %o INV OUT 15" 42.06 W I� 9.43T ~' j i 48.93E GB r! \ E=49.33 20.00' FF=50.00 < AREX- -B„_ 0:1-3- 1 ❑ H= 1.21 �6 q,b N PA \ - 7.46FL Q10 =2.47 CFS \ � 48.9 T CI �' 49.11 TC PA 60" DIA ADS N -12 WATER QUALITY UNIT 48.46 ^� 48 66F Y ! T.O.P. 45.00 BOT. 39.50 / 1-34% �\� -, �. 2% ; ` r 6" CLASS II BASE BEDDING `\ \` GROSS ACREAGE =0.86 ACRES 48.50FS sa 48. C \\ \ e 48. J - - �'�� a \ - STORAGE SYSTEM ACRES � \ 60 DIA ADS N 12 PIPE STORM WATER STO G �> \ I BOT. 39.50 6) 6 CLASS II BASE BEDDING L= 59 o A 48.62TC T�_ r 9.16F� �n 48. i 2r S :. I 14 10' I 48. r / !{ ❑ ° � 3 _ T... _ 4851.48' 47 1 l 7, 17l 1 F' .. / jl , z 2% 49.83TC Q 4 33TF'G8 B:OTC AL 4,474.3 8 CF WITHIN MATRIX A 0.46 ACRE_ S / �X j ! 9. ! 392.70 CF WITHIN WATER QUALITY UNIT " "_ "" WIiEtL S OPE 8 205.45 CF WITHIN 18" STORMDRAIN LINE ° AREA ��_ 0.11 ORES TYP- / \ j 5,072.53 CF TOTAL STORAGE PROVIDED 27' ` o I s; s� I I I 48.52Tr/ 4,504.66 CF STORAGE REQUIRED �8' li' !i H= 0.6 48.32TC 02FS �r I a I i I r, - r 47 82 S >'> i min 2 ire` VV P 48.94T Tc= 5 in . i�FS j 48.44E -7.5 _ .34TC ; - _ i -- --� 48.58TC 4; 84FS F__ _ j W 0 48.40TC F A 48.53 ` j 48.08FS 47 93i ; 8.05TC ! 4� 8Z 47.90FS 47 43E I 48.0 ! � 48.4 � 7.55FS ,� / PA ,n ; 479 . �J �;%`� { 18.2 TC (1 I�o Lio° { \ 7 7 4S -)n o 48.L L 47.8 48.75TC / PA 1 +. 048.58TQ 4Sq.96FS 49.9uF S ' � I � �l 48 -42F 48.5 r- 47.�7TC �, i a 48.03FL °° { a� � a : El ° 48.5.3FS 2 PA 47. 7FI - PA 1. �I �� `'' -emu �r BiFS 48.47T ^ � 4 -Q. 4 GB 48. A 2T ! I ! 47.74TC �J °- WSJ �p� \ p j 48.57FS !� 47.92FI 48.1x' I ( 47.24FL ` J .,R /.Nl �7 0 _ P I N00,01'08" 150.51' Il - I . (48.75 49.12 48.48 (4 48 - - 48.42 Fs 8. �4 v rFS (48.89) FS ° �� FS r /v7 °„ �o' b ° °, °�o `Ic u' EXISTING SIDEWALK FS 9 ao fig. i i G SIDFd'Akr< FS EXITING �IDcWaI K 0 CF" ° °, o U 0" ; F ,° N60'01'08 "E 1.48' (4; 48.81TCGB 4g•37TC 48.19 ? V ° s� 7.67TC ° pN PROPOSED FENCE c /�"` T s° 48.29TC 47.89TC oa° o F / x8..31 T ° 47.87 TP °r I / FS ° ° 7.17r L 1� °0i 47.79FS 47.39FL �.- � 0 00 / I 2 .00'° ° <° j / / 47.76TC 014��' ° 47.57TC C3 INSTALL (1 ft -1 "ST i ° Q ° ° NSTALL (1) R -1 1 /1 47.26E S 'T 47.07FL (1) R -41 RIGHT TURN ONLY" IGN 48.49TC ` "DO NOT ENTER" SIGN (1) R -10A "ONE WAY" SIGN 47.99FS 47:8KIP` m47.74LIP � I 41 °1811Po647.o0LIPQ \ %. VICINITY MAP (0.41-0- �9FL47.57.65FL) 19 4 0w1/1\//0- EXIST. 6" CURB & GUTTER c' AREA "C "= 0.16 ACRES H= 0.67' CATCH BASIN #2 TC 47.76 L= 157' FL 46.87 INV OUT 18" 42.76 Tc= 5 min Q10 =0.89 CFS C,,-C /L OF STREET / AV I \� .II M N\11! e Z U \ ! A VUP 08 -042 G / # RECOMMENDED FOR SEAL SEAL APPROVED BY DATE IN THE OF LA QUINTA, CALIFORNIA SHEET No. Underground Service Alert APPROVAL tJFESS/ eR o ssi 78080 CALLS AMIGO, sulTh 102 NODE MAP FOR THE 1 ��EFORE yon w4�`��AR shgy9��y LAQUW9993O OFFICE HYDROLOGY REPORT COVERING THE IV a Call: TOLL FREE �P tio�,0 NCINEERINC 760771- 9993oFFlc� Cl) z 760771 -9998 FAX VILLAGE ANIMAL HOSPITAL � �, No. 47834 = m 1-800 M PREPARED UNDER THE z DATE DATE -/Z 1� 31 09 DIRECT SUPERVISION OF: CIVIL ANID STRUCTURAL ENGINEERING,- PLANNING - SURVEYING OF 1 SHTS. 227 -2600 DATE BY MARK APPR. DATE CHECKED BY �._ SCALE: FILE No. s�q C1V1`�Q� -_ BENCHMARK: IN THE SE 1/4 OF SECTION 1, T6S, R6E, SBM ENGINEER REVISIONS COUNTY TWO WORKING DAYS BEFORE YOU DIG DATE CAL \F ESSI SHAHANDEH - RCE 47834 - EXPIRES 12 -31 -09 DATE: AUG 2009 FOR JOB No. DESIGNED BY: AMG DRAWN BY: AMG CHECKED BY: ES VILLAGE ANIMAL HOSPITAL 09006 / i b AR l L= L'r 909 FS PROPOSED FENCE IL / 48.89) � r \EXIST. WATER LINE-, t u .SS�Tc l i 8.15 S AVENID/I C/L OF STREET 24.00' 30.00'___ I i { CATCH BASIN #1 I TC 47.23 FL 46.40 I CD Q o�� EXIST. 6" CURB &_ GUTTER { JOIN EXIST. INV OUT 1�8" 42.40 �,j S� <a� i 47.37 TC Q10 =1.65 CFS 6' I 46.87, FL - JOIN EXIST. /'> Tl / 1 - - � 1�' - (' 676FL, .0 (47 -04FL) 7 46.75 FL X0_32 l � (0.58 %) (0. 0.68 o.84FL) (0.6 7"' _ _ \ Y , EXISTING SIDEWALK -� T EXISTING SIDENIAI K E' IS' ;I WALK- EXISTING � 1 1 47.891 48.05TC 4T86TC 59TC 47.NI S "46.999FS U FS 47.55FS 47..36FS GB 09TP � FS °° 47.01 FS v \� INS LL R-11 4 .43-P y �� / I X0.01 0o E o 23 \. DO TOOT ENTER" SIGN 8.33 FS fi, W _ _ , <- - 14 `� ri 49.2?TC �" ° ° 1 \ - ! 20.00 -_ b' - ° o�. I r p r 47.78T� CJ U)-j ` - - JUNCTION #1 , II .� 49.26TC � 2% `�8 -91 TC \ /48.76F j \�\ 47.90TC ( TOG 48.00 / -•- 48.41 FS 9 7.40FS INV IN 18 42.26 `I %o INV OUT 15" 42.06 W I� 9.43T ~' j i 48.93E GB r! \ E=49.33 20.00' FF=50.00 < AREX- -B„_ 0:1-3- 1 ❑ H= 1.21 �6 q,b N PA \ - 7.46FL Q10 =2.47 CFS \ � 48.9 T CI �' 49.11 TC PA 60" DIA ADS N -12 WATER QUALITY UNIT 48.46 ^� 48 66F Y ! T.O.P. 45.00 BOT. 39.50 / 1-34% �\� -, �. 2% ; ` r 6" CLASS II BASE BEDDING `\ \` GROSS ACREAGE =0.86 ACRES 48.50FS sa 48. C \\ \ e 48. J - - �'�� a \ - STORAGE SYSTEM ACRES � \ 60 DIA ADS N 12 PIPE STORM WATER STO G �> \ I BOT. 39.50 6) 6 CLASS II BASE BEDDING L= 59 o A 48.62TC T�_ r 9.16F� �n 48. i 2r S :. I 14 10' I 48. r / !{ ❑ ° � 3 _ T... _ 4851.48' 47 1 l 7, 17l 1 F' .. / jl , z 2% 49.83TC Q 4 33TF'G8 B:OTC AL 4,474.3 8 CF WITHIN MATRIX A 0.46 ACRE_ S / �X j ! 9. ! 392.70 CF WITHIN WATER QUALITY UNIT " "_ "" WIiEtL S OPE 8 205.45 CF WITHIN 18" STORMDRAIN LINE ° AREA ��_ 0.11 ORES TYP- / \ j 5,072.53 CF TOTAL STORAGE PROVIDED 27' ` o I s; s� I I I 48.52Tr/ 4,504.66 CF STORAGE REQUIRED �8' li' !i H= 0.6 48.32TC 02FS �r I a I i I r, - r 47 82 S >'> i min 2 ire` VV P 48.94T Tc= 5 in . i�FS j 48.44E -7.5 _ .34TC ; - _ i -- --� 48.58TC 4; 84FS F__ _ j W 0 48.40TC F A 48.53 ` j 48.08FS 47 93i ; 8.05TC ! 4� 8Z 47.90FS 47 43E I 48.0 ! � 48.4 � 7.55FS ,� / PA ,n ; 479 . �J �;%`� { 18.2 TC (1 I�o Lio° { \ 7 7 4S -)n o 48.L L 47.8 48.75TC / PA 1 +. 048.58TQ 4Sq.96FS 49.9uF S ' � I � �l 48 -42F 48.5 r- 47.�7TC �, i a 48.03FL °° { a� � a : El ° 48.5.3FS 2 PA 47. 7FI - PA 1. �I �� `'' -emu �r BiFS 48.47T ^ � 4 -Q. 4 GB 48. A 2T ! I ! 47.74TC �J °- WSJ �p� \ p j 48.57FS !� 47.92FI 48.1x' I ( 47.24FL ` J .,R /.Nl �7 0 _ P I N00,01'08" 150.51' Il - I . (48.75 49.12 48.48 (4 48 - - 48.42 Fs 8. �4 v rFS (48.89) FS ° �� FS r /v7 °„ �o' b ° °, °�o `Ic u' EXISTING SIDEWALK FS 9 ao fig. i i G SIDFd'Akr< FS EXITING �IDcWaI K 0 CF" ° °, o U 0" ; F ,° N60'01'08 "E 1.48' (4; 48.81TCGB 4g•37TC 48.19 ? V ° s� 7.67TC ° pN PROPOSED FENCE c /�"` T s° 48.29TC 47.89TC oa° o F / x8..31 T ° 47.87 TP °r I / FS ° ° 7.17r L 1� °0i 47.79FS 47.39FL �.- � 0 00 / I 2 .00'° ° <° j / / 47.76TC 014��' ° 47.57TC C3 INSTALL (1 ft -1 "ST i ° Q ° ° NSTALL (1) R -1 1 /1 47.26E S 'T 47.07FL (1) R -41 RIGHT TURN ONLY" IGN 48.49TC ` "DO NOT ENTER" SIGN (1) R -10A "ONE WAY" SIGN 47.99FS 47:8KIP` m47.74LIP � I 41 °1811Po647.o0LIPQ \ %. VICINITY MAP (0.41-0- �9FL47.57.65FL) 19 4 0w1/1\//0- EXIST. 6" CURB & GUTTER c' AREA "C "= 0.16 ACRES H= 0.67' CATCH BASIN #2 TC 47.76 L= 157' FL 46.87 INV OUT 18" 42.76 Tc= 5 min Q10 =0.89 CFS C,,-C /L OF STREET / AV I \� .II M N\11! e Z U \ ! A VUP 08 -042 G / # RECOMMENDED FOR SEAL SEAL APPROVED BY DATE IN THE OF LA QUINTA, CALIFORNIA SHEET No. Underground Service Alert APPROVAL tJFESS/ eR o ssi 78080 CALLS AMIGO, sulTh 102 NODE MAP FOR THE 1 ��EFORE yon w4�`��AR shgy9��y LAQUW9993O OFFICE HYDROLOGY REPORT COVERING THE IV a Call: TOLL FREE �P tio�,0 NCINEERINC 760771- 9993oFFlc� Cl) z 760771 -9998 FAX VILLAGE ANIMAL HOSPITAL � �, No. 47834 = m 1-800 M PREPARED UNDER THE z DATE DATE -/Z 1� 31 09 DIRECT SUPERVISION OF: CIVIL ANID STRUCTURAL ENGINEERING,- PLANNING - SURVEYING OF 1 SHTS. 227 -2600 DATE BY MARK APPR. DATE CHECKED BY �._ SCALE: FILE No. s�q C1V1`�Q� -_ BENCHMARK: IN THE SE 1/4 OF SECTION 1, T6S, R6E, SBM ENGINEER REVISIONS COUNTY TWO WORKING DAYS BEFORE YOU DIG DATE CAL \F ESSI SHAHANDEH - RCE 47834 - EXPIRES 12 -31 -09 DATE: AUG 2009 FOR JOB No. DESIGNED BY: AMG DRAWN BY: AMG CHECKED BY: ES VILLAGE ANIMAL HOSPITAL 09006