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Home My WebLink About20023385 D Q MEMORANDUM ITO: Sheri Lockman, Planner II DATE: Dec. 17, 2002 FROM: Donald Carroll, Engineering Administrator PS • COLORADO SUBJECT: USR-1371, Bennie Rodriguez I required the applicant's representative, Pickett Engineering, to submit three items in my memo dated October 31, 2002, 1. The first item was to provide a turning template with a u-haul type truck and verify that the turning radiuses within the USR was adequate. The applicant has satisfied this request. 2. The applicant has identified on the plat with a typical drawing that the proposed storage units will be accessed on either side, as they are double sided. 3. The applicant has submitted a storm water drainage plan with calculations, stamped, and signed by a professional engineer registered in the State of Colorado. All three requirements have been completed. pc: USR-1371 m:\planning\usr-1.doc 2100a -3355 pLibo ►q st Q Q Weld County Planning Department er GREELEY OFFICE NOV 12002 kir, MEMORANDUM RECEWED TO: Sheri Lockman, Planner II DATE: Oct. 31, 2002 I C FROM: Donald Carroll, Engineering Administrator p SUBJECT: USR-1371, Bennie Rodriguez COLORADO This is a follow-up to additional information, the drainage report, and the plat drawing provided to the Weld County Public Works Department for review and approval. The applicant identified on the plat 35-foot turning radiuses for the proposed storage facility. Utilizing the AASHTO geometric design for highways and streets, the typical turning radius for a U-Haul type truck requires a 42-foot clearance. The applicant shall adjust the turning radiuses to incorporate this type of vehicle. Please find attached Exhibit 2-4, Minimum Turning Pattern for Single Unit (SU) truck design vehicle. The applicant shall indicate on the plat the openings for the proposed storage units whether they are single or double units. The applicant shall place temporary parking on the plat drawing always leaving one access lane open for circulation. Storm Water Drainage: The applicant has provided a storm water drainage plan, which has been signed and stamped by a professional engineer licensed in the State of Colorado. The purpose of the drainage report is to detain the 100-year storm and release at the five-year historical rate. pc: USR-1371 m:\planning\usr-6.doc ^ AASHTO—Geometric Desiof Highways and Streets ® gyp If i ri 0 5 f 10 ft li '', �- ill-u o y, w r,, l.83�T 6A m bl.22m '. , [6 ft] 9.15 m [20 ft] [4 ft] - [30 ft] ,' a 1.Y: > YR -----_- - _ Path of front CT Path of left - _._`_ `• overhang , front wheel ��7. .4... ` �� "N }F 1 / J/ i! II/ ? co 40 7•s ON �° \r ‘\ \; r As. to B0) V Fcc + frallies r2 80 I�'d, Z. a3 � x m(42 ft). i ' ! 0 5ft 10ft r . 1 I 0- 2.5m scale ; r,4 ''' r Path of right r rear e r _ ►1 a Assumed steering angle is 31.7° [8 ft] • CTR=Centerline turning 4�; ; radius at front axle .4 � e � Exhibit 2-4. Minimum Turning Path for Single-Unit(SU) Truck Design Vehicle . �t4 ~. 22 r /i, 14 PE Wold County Planning Department P FI.FV 8•.csr,F ' OCT. 11 2002 -. ' PICKETT - � ' ENGINEERING, INC. - -,V�® October 16,2002 r Sheri Lockman . Planner II . - - . Weld County,Planning Services 1555 North 17`s Avenue Greeley, Colorado 80631 - ' RE: Rodriguez Self-Storage , . , USR 1371 . - PEI No.02-047 - ' c Dear Ms.Lockman: , Pickett Engineering has been asked to prepare information to support Mr. Bennie Rodriguez's. ' request for Use by Special Review to allow for self-storage units to be placed on his property. The_property, located south of 49th Street, is directly south of the Hill-n-Park Subdivision in Weld County, Colorado. .According to the Board of,County Commissioners' resolution, there are items outstanding prior to recording of the plat. We,have enclosed the documentation .that we believe is necessary to 'satisfy these requirements, and we also provide a written response to each of the items in this letter. If you require any,additional information or clarification regarding this • submittal,please do not hesitate to contact the. Relative to the resolution by the Board, we offer responses in the order in which the comment was presented: . , 1A. We met with the Johnstown/Milliken Fire District to determine what turning radius'was required for•them to serve,the site; this was done by actual"field 7 , measurements in coordination with the fire-departinent. We have provided an - . exterior radius of 35' on this site plan to allow for fire truck access. We believe that this is more than adequate for the larger U-Haul lease trucks and any other ' vehicles that may occasion this site. We have included two parking spaces: One , ' near the office-at the north end of the first row of buildings, and:another parking • • - space at-the north end of the second row of buildings; two parking spaces are ' adequate for the use.. We have provided a grading, drainage, and erosion-control , plan, and a drainage report to address'the requests of the Department of Public ' Works. ' ' - - 808 8th Street " —' Greeley, CO 8O631 • • Phone (970) 356-6362 -- Fax (970) 356-6486 F • Rodriguez Self-Storage October 16,2002 - t , , ' ' Page 2 ' 1B. , We"have provided a landscape-screening plan for' review'and approval. We ' believe it meets the requirements .of Weld County. There are no site lights ,. ' expected. Mr. Rodriguez will.use "wall-pack" lighting to ensure that the lighting is at an appropriate level in and,around the buildings, and that no,lights are pointed to the exterior of his property. A trash dumpster has been provided in the c southeast corner of the property, which will be enclosed to•screen it from the neighbors and the public road. - - - IC. As stated. in 1A, we have enclosed a drainage report. This drainage report k, ,' indicates that stormwater-will be, collected from the site, and the 100-year . developed flow will be released at the" 5-year historic rate. Water quality capture volume is provided in the pond. This pond will release water in the pipe into the 49th' Street right-of-way and,discharge at a point in which it daylights ini the - roadside ditch. - 1D. The plat for this project will consist of two plans., The first plan willinclude the ', layout and utilities,'the 22 notes (attached to the resolution) that are required to be part of the recorded plat, and the landscape,and screening plan. The second plan _ will consist of a grading, drainage, and erosion-control.plan Therefore, the items ' required in 1D—which are Items 1 through 8—will be shown on this plan. A,'" ' specific comment to Item 4 is that the-additional.right-of-way has been provided, providing a total.of 40' from centerline on WCR 52..'The hand-washing and toilet ' facilities will be located in the office, which is located at the northwest corner of` • the west building (this addresses Items 6 and 7). The office will be approximately ,, ,20x20 (400 square feet). , • 1E. Pickett Engineering met with Mr.Earl Smith, Director of Public Works, City of Evans, to verify the appropriate accesses for these two properties. As is indicated ' owthe plan, access for the two parcels will be from the new parcel,,and will line, up with the street directly north, Yellowstone Drive, which serves Hill-n-Park. The City of Evans requested a single point of access; therefore, that configuration is provided. , IF. . ,Enclosed are copies of the certificates from the Weld-County Treasurer showing .that no delinquent taxes exist for the original parcel. , 1G. As indicated in 1D, a paper copy of the Use by Special Review plat, consisting of , three sheets, is submitted for approval herein. ' - Rodriguez Self-Storage , ' October 16,2002 , Page 3 _ , This concludes our documentation in support of the USR 1371. If you have any questions, please contact me. ' • Sincerely, ?` vea.` n: s PICKETT ENGINES c°te4 . ' 0 n s A.P. kett,P B..O 27783, e resid-.t 0,13 •f0//� k,g ICAP/pkg - a°aQsae9easto0 - enclosures. . - - ` ' ' cc: • Bennie Rodriguez,with enclosures Andy Jones, letter only . October 2002 , r. t DRAINAGE STUDY .FOR RODRIGUEZ. • SELF-STORAGE • j PREPARED FOR: BENNIE RODRIGUEZ 4248 W. 49th Street Greeley, Colorado 80634 (970) 339-9859 - j PREPARED BY: PICKETT ENGINEERING, INC. 808 80 Street - Greeley, Colorado 80631 (970) 3561-6362 • • I ENGINEER' S CERTIFICATION This Drainage Report for Rodriguez Self-Storage, Weld County, Colorado, has been prepared by me or under my direct supervision up.winVILIgt2e.gt the property owners, expressly for their use. �..° Ti.,00 :'' i` .t, Q • °L.' Kris ickett, •f^` r m Date • Col do Re ' tered P.E. #27783 ,��t,��S/ONA1 : s'ss� °ar!aaua� It Q L1 e j J .1 j r r r Storm Drainage Report Rodriguez Self-Storage r PEI No. 02-047 Site Description The project is located in the Northeast Quarter of Section 34, Township 5 North, Range 66 r West of the 6`h P.M., Weld County, Colorado, more specifically located on the south side of 49th Street (Weld County Road 52) and directly south of Yellowstone Drive, which serves the Hill-n-Park Subdivision. rProject Description The proposed project is approximately a 2-acre site that will have self-storage units I _ constructed on it. The site naturally drains toward the northeast, and the proposed grading will continue to convey water to the northeast corner of the site, where the stormwater runoff ( for the 100-year storm event will be detained and released at the 5-year historic runoff rate. Water quality capture volume is being provided in the bottom of the pond, and the discharge from the proposed pond will be conveyed via a 15" corrugated metal pipe into the road right- of-way, continuing east in a pipe for approximately 200 feet, where it will be daylighted into a I . ditch directly west of an existing driveway culvert. The purpose for daylighting this prior to the culvert is to allow any surface water currently draining to the culvert to continue to flow in I i its historic direction. Attached are pages which indicate calculations for the storm drainage 3 runoff, the detention calculations, and water quality capture volume. There will be one concrete structure in the bottom of the pond that will control the water quality volume; the Lregulation will be maintained by a stainless steel plate with%"-diameter holes allowing for a controlled release of the water quality capture volume. Once the pond has reached a level exceeding the water quality capture volume requirement, water will fall into the concrete box that will be covered by a grate for safety and trash-control. Once the water is inside the box, there will another stainless steel plate with a 4"-diameter hole cut into it; this will regulate the stormwater runoff into the 15"corrugated metal pipe. Design Criteria and Conclusion Design criteria follows that of The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District, Denver, Colorado), Weld County, the City of • Evans, and good engineering practice. The storm drainage facilities provided meet the intent of all the regulations mentioned. r Rodriguez Storage 10/7/2002 Weld County,CO PEI#02-047 PERCENT IMPERVIOUS CALCULATIONS TO DETERMINE THE"C"VALUE FOR THE PROPOSED CONDITIONS r r Surface NRCS Area Percent Runoff,C= Composite r Soil Group (acres) Imperviousness 5-Year 100-Year Imperviousness Roof B 0.661 90% 0.73 0.81 Pavement B 0.740 100% 0.90 0.96 r Grass B 0.691 0% 0.08 0.35 Total 2.093 0.58 0.71 64% Composite Runoff,C= • rNote: NRCS soil type for this site is Class B. IT r: • • f j F 1 Li J Storm Runoff Calculations 02-047 Pickett Engineering,Inc. r PE Client /�d1� A Job# �� Project �s —4i-l-,/ (1.52 1371 Calculations for r Made by Date IO/ 7� OZ—Checked by Date Sheet_of PICKETT . rENGINEERING,INC. itAillnef ed 6.A.,--44,4-hal _ I 4,76,0,-,-. 9116,0.5e= 4.573,fr__ 6 /57% Ai _ _ r 6-„I ±i/05 & ' Li * 'et Li_lam ' = 3S T. 1 -cifi g' r /_ r�r.�� -- : C5= O,�cl __4, , _ ._ 6::vr _ .. _ . _ate _ __ /o_•�.__bi37 _ /,z/0� _ " -I� - - - ri _ - �` 9.,7rnr 4� 3D ' L2= 431' ' a z L11 _ Zo Q °_s____- Gam_,4t88____ _.. -- a _. L .__ G G- _4- fp :$4-a 71.)3714). 1 .. . - 4 _pos- �Wg z.;., ' 4a�r A /Z °--7608/,= ( /‘0 cr x h z.= ZZ j c„ J ` I Pickett Engineering, Inc. . 808 8th Street Plaza Greeley, Colorado 80631 970-356-6362 PROJECT: P:\02-047\CADD\9-5-2002.pro HYDROLOGIC REPORT - SUMMARY OF PEAK FLOW RATES Frequency Pre-developed By-pass area Developed Allowable peak (years) Peak Q (cfs) Peak Q (cfs) Peak Q (cfs) Peak Q (cfs) BASIN: USR #1371 ID: DR1 2 0.4 0.0 5.1 0.4 5 0.6 0.0 7.4 0.6 10 0.7 0.0 8.7 0.7 25 0.8 0.0 10.4 0.8 50 1.0 0.0 12.4 1.0 100 1.1 0.0 13 .7 1.1 • • j J J J r Pickett Engineering, Inc. . 808 8th Street Plaza Greeley, Colorado 80631 r970-356-6362 PROJECT: P:\02-047\CADD\KRIS.pro rHYDROLOGIC REPORT - SUMMARY OF PEAK FLOW RATES BASIN: USA #1371 r ID: DR1 PRE DEVELOPMENT AREA = 2.09 I AVERAGE BASIN SLOPE = 1.37 HYDRAULIC LENGTH 482.00 TIME OF CONCENTRATION = 18.00 BASIN CURVE NUMBER = 0.09 (" DEVELOPMENT AREA 2.09 AVERAGE BASIN SLOPE = 0.50 HYDRAULIC LENGTH = 682.00 r TINE OF CONCENTRATION = 6.00 BASIN CURVE NUMBER 0.71 BYPASS r AREA = 0.00 r. AVERAGE BASIN SLOPE = 0.00 HYDRAULIC LENGTH 0.00 TINE OF CONCENTRATION = 0.00 • RAC= CURVE NUMBER = 0.00 Frequency Pre-developed By-pass area Developed Allowable peak (years) Peak Q (cfs) Peak Q (cfs) Peak Q (cfs) Peak Q (cfs) 2 0.4 0.0 5.1 0.4 5 0.6 0.0 7.4 0.6 ' 10 0.7 0.0 8.7 0.7 25 0.8 0.0 10.4 0.8 le 1.1 50 1.0 0.0 12.4 1.0 100 1.1 0.0 13 .7 1.1 IT U Li J J Pickett Engineering, :nc. . 808 8th Street Plaza Greeley, Colorado 80631 - 970-356-6362 PROJECT: P:\02-047\CADD\KRIS.pro HYDROLOGIC REPORT - POND DEPTH VS STORAGE PROVIDED POND: USR #1371 ELEV DEPTH AREA VOLUME SUMVOL r feet feet sq.ft. cu.ft. cu.ft. 4742.5 10.0 0.0 0 .5 340.0 4743 .0 1350.0 443 340.0 BO 4715,501.0 to 1655.0 x'- 4744.0 1960.0 1995.0 r 1.0 2301.0 4745.0 2642.0 4296.0 64" (p 4745,0 1.0 3132.0 W Y 4746.0 3622.0 7428.0 frog= -trig Gv. 14-, 1.0 4169.5 4747.0 4717.0 11597. 5 4747.6 0.6 6 5397.0 3034.2 14631.7> 1 Ia- /ASE' 4747, 76 0.4 2258.6 4748.0 5896.0 16890.3 1.0 8648.0 4749.0 11400.0 25538.3 I ' Li ii • u J J rPickett Engineering, Inc. . 808 8th Street Plaza Greeley, Colorado 80631 r970-356-6362 PROJECT: P:\02-047\CADD\KRIS.pro rHYDROLOGIC REPORT - STAGE, STORAGE, AND DISCHARGE POND: USR #1371 PPP�� t 1=TRAPEZODIDAL BROAD CRESTED WEIR INVERT 4747.60 W 10.00 A 20.00 Q = 4.8 * (H ** 1.5) * (0'.667 * W + 0.533 * H * TAN(A) r 2=CIRCULAR ORIFICE INVERT 4745.00 C 0 .60 D 0.33 if (H < D) Q = 3.0 * D * (H ** 1.5) if (H >= D) Q = C * A * SQRT(64.4 * (H - RAD) r ELEV STORAGE OUTFLOW 2S/T+0 (CU.FT. ) (CFS) (CFS) 4742.50 0.0 0.0 0.0 • 4742.60 68.0 0.0 0.8 4742.70 136.0 0.0 1.5 4742.80 204.0 0.0 2.3 4742.90 272.0 0.0 3 .0 4743 .00 340.0 0.0 3.8 4743 .20 671.0 0.0 7.5 4743 .40 1002.0 0.0 11.1 - 4743 . 60 1333.0 0.0 14.8 4743 .80 1664.0 0.0 18.5 4744.00 1995.0 0.0 22.2 4744.20 2455.2 0.0 27.3 4744.40 2915.4 0.0 32.4 4744.60 3375.6 0.0 37.5 4744.80 3835.8 0.0 42.6 4745.00 4296.0 0.0 47.7 I 4745.20 4922.4 0.1 54.8 1 4745.40 5548.8 0.2 61.9 4745.60 6175.2 0.3 68.9 4745.80 6801.6 0.3 75.9 4746.00 7428.0 0.4 82.9 ,j 4746.20 8261.9 0.4 92.2 4746.40 9095.8 0.5 101.5 } , 4746.60 9929.7 0.5 110.8 4746.80 10763.6 0.5 120.1 .} 4747.00 11597.5 0.6 129.4 4747.12 12204.3 0.6 136.2 4747.24 12811.2 0.6 142.9 4747.36 13418.0 0.6 149.7 4747.48 14024.9 0.6 156.5 4747.60 14631.7 0.6 163 .2 4747 .68 15083 .4 1.4 169.0 4747.76 15535.1 2.7 175.3 4747.84 15986.9 4.5 182.1 4747.92 16438.6 6.5 189.2 • 4748.00 16890.3 8.9 196.6 4748.20 18619.9 15.9 222.7 4748.40 20349.5 24.2 250.3 4748.60 22079.1 33.7 279.0 4748.80 23808.7 44.3 308.9 -+ 4749.00 25538.3 56.0 339.8 4 r Pickett Engineering, Inc. . 808 8th Street Plaza Greeley, Colorado 80631 970-356-6362 PROJECT: P:\02-047\CADD\KRIS.pro rHYDROGRAPH RESERVOIR ROUTING POND: USR #1371 T Il I2 251/T 01 252/T+O2 02 2S2/T r2 YEAR STORM FREQUENCY TIME TO PEAK = 1.00 HOURS F MAXIMUM OUTFLOW = 0.14 CFS MAXIMUM STORAGE = 5202 CU FT MAXIMUM ELEVATION = 4745.29 FT INFLOW VOLUME = 5334 CU FT r OUTFLOW VOLUME = 508 CU FT 5 YEAR STORM FREQUENCY TIME TO PEAK = 0.95 HOURS MAXIMUM OUTFLOW = 0.35 CFS ' r MAXIMUM STORAGE = 7073 CU FT MAXIMUM ELEVATION = 4745.89 FT INFLOW VOLUME = 7642 CU FT OUTFLOW VOLUME = 1688 CU FT 10 YEAR STORM FREQUENCY TIME TO PEAK = 0.95 HOURS MAXIMUM OUTFLOW = 0.42 CFS MAXIMUM STORAGE = 8266 CU FT I . MAXIMUM ELEVATION = 4746.20 FT INFLOW VOLUME = 9031 CU FT OUTFLOW VOLUME = 2185 CU FT rr 25 YEAR STORM FREQUENCY I TIME TO PEAK = 0.95 HOURS MAXIMUM OUTFLOW = 0.49 CFS MAXIMUM STORAGE = 9801 CU FT IT MAXIMUM ELEVATION = 4746.57 FT Li INFLOW VOLUME = 10763 CU FT OUTFLOW VOLUME = 2648 CU FT 50 YEAR STORM FREQUENCY It TIME TO PEAK = 0.95 HOURS �� MAXIMUM OUTFLOW = 0.56 CFS MAXIMUM STORAGE = 11731 CU FT MAXIMUM ELEVATION = 4747.03 FT INFLOW VOLUME = 12885 CU FT .1 OUTFLOW VOLUME = 3119 CU FT 100 YEAR STORM FREQUENCY TIME TO PEAK = 0.95 HOURS MAXIMUM OUTFLOW = 0.60 CFS MAXIMUM STORAGE = 13002 CU FT MAXIMUM ELEVATION = 4747.28 FT ' INFLOW VOLUME = 14263 CU FT OUTFLOW VOLUME = 3380 CU FT 1 J Pickett Engineering, Inc. . 808 8th Street Plaza Greeley, Colorado 80631 970-356-6362 PROJECT: P:\02-047\CADD\KRIS.pro rHYDROGRAPH RESERVOIR ROUTING POND: USR #1371 T I1 12 251/T 01 252/T+02 02 2S2/T 100 YEAR STORM FREQUENCY TIME TO PEAK = 0.00 HOURS MAXIMUM OUTFLOW = 0.00 CFS MAXIMUM STORAGE = 14263 CU FT MAXIMUM ELEVATION = 4747.53 FT INFLOW VOLUME = 14263 CU FT r OUTFLOW VOLUME = 0 CU FT • u 1 STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) 6.5 Design Procedure and Criteria • f The following steps outline the design procedure and criteria for an EDB. 1. Basin Storage Volume Provide a storage volume equal to 120 percent of the WQCV based on a 40-hour drain time, above the Icwest outlet(i.e., perforation) in the r basin. The additional 20 percent of storage volume provides for • • sediment accumulation and the resultant loss in storage volume. • A. Determine the WQCV tributary catchment percent imperviousness. Account for the effects of DCIA, if any, on Effective Imperviousness. Using Figure ND-1, determine the reduction in impervious area to use with WQCV calculations. ( B. Find the required storage volume (watershed inches of runoff): Determine the Required WQCV (watershed inches of runoff) using Figure EDB-2, based on the EDIM 40 -hour drain time. Calculate the Design Volume in acre-feet as follows: r YVOCV l*Area*1.2 Design Volume= 12 JJ In which: Area =The watershed area tributary to the extended detention pond 1.2 factor = Multiplier of 1.2 to account for the additional I- 20% of required storage for sediment accumulation 2. Outlet Works The Outlet Works are to be designed to release the WQCV(i.e., not the Design Volume) over a 40-hour period,with no more than 50 percent of the WQCV being released in 12 hours. Refer to the Water Quality Structure Details section for schematics pertaining to structure geometry; grates, trash racks, and screens; outlet type:orifice plate or perforated riser pipe; cutoff collar size and location; and all other necessary components. For a perforated outlet, use Figure EDB-3 to calculate the required area per row based an WQCV and the depth of perforations at the outlet.See the Water Quality Structure Details section to determine the appropriate perforation geometry and number of rows (The lowest perforations should be set at the water surface elevation of the outlet micropool).The total outlet area can then be calculated by multiplying the the area per row by the number of rows. • 1 5-38 9-1-99 Urban Drainage and Flood Control District rSTRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) F. p 0.50 • 0.45 Extended Detention Basin 40 hour Drain Time 0.40 I Constructed Wetland Basin p .. _ 0.35 J24hour Drain T me L I 6-hr drain time a=0.7 v0.30 12-hr drain lime a=0.8 71311 Ir^ tG� 24-hr drain time a=0.9 I '`r�L,�� cot` 0 2 4!}hr Aram time a=1 n . . X0.20 r3 a 0.15 0.10 , Retention Pond,Porous Pavement i ' Detention and Porous 0.05 f i Landscape Detention ' 12-hour Drain Time 0.00 ' �a.ca{ a f 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 I Total Imperviousness Ratio(I=cc,1100) Li ' ➢ FIGURE EDB-2 Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event IL I • L J • S-42 9-1-99 Urban Drainage and Flood Control District rDRAINAGE CRITERIA MANUAL(V.3) STRUCTURAL BEST MANAGEMENT PRACTICES f9 10.0 I 6.0 EXAMPLE: Dm:).4.5 ft 4.0 WOCV=2.1 acre-feet I SOLUTION: Required Area per Row = 1.75 in? r ill s, i 2.0 EQUATION: WQCV a= K 40 1.0 in which, K =0.013DWQ+0.22DWQ0.60a0.40 �92 OI t I/ ) • , /4 r , r m 0.20 Q� �� U O „ y 2,- ,� pCO J iu 0.10 �� m I , . " 0104 >r -t 0.06 O If 0.04 r -i OCV 0.02 .f 0.01 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 OnS 1 Required Area per Row,a (in.2) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 543 . 'Jrban Drainage and Flood Control District Client !/Vd�/-Q�}1 V oOrk Job#Vt— p E Project [[ /I Calculations for r Madehy, _Date 4/d u4]7i Checked by Date Sheet of PICKETT rENGINEERING,INC. 0 PoANS5 CtFC)144/0AZoni -O4570 74> 47•95,6". . . . _ a = o .5 ,,z/mil, , . As_ -3_-. ./..c/� /2 a (0,33mi9. _ . . . .... _ . 5 (a5 IT is Ii _ u . i 1 1 Hello