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HomeMy WebLinkAboutO'Reilly Auto Parts - Drainage ReportDRAINAGE REPORT FOR O'REILLY AUTO PARTS 3377 NORTH TEN MILE ROAD MERIDIAN, IDAHO Prepared for: wAUTO0 a PARTS. 233 South Patterson Springfield, MO 65802 Phone: (417) 862-3333 Prepared by: I TAI T Tait & Associates, Inc. 6163 County Road 16 Loveland, Colorado 80537 Phone: (970) 613-1447 Fax: (970) 613-1897 DATE: JULY 30, 2012 This report for the drainage design of the proposed O'Reilly Auto Parts was designed and prepared by me (or under my direct supervision) in accordance with the provisions of Ada County, Idaho. owl Registered Professional State of Idaho No. 7345 TABLE 01F CONTENTS 1TS I. GENERAL SITE LOCATION AND DESCRIPTION ........................................... 1 A. LOCATION............................................................................................................ 1 1 B. DESCRIPTION OF PROPERTY........................................................................... 1 2. DRAINAGE BASINS AND SUB-BASINS............................................................... 1 A. MAJOR BASIN DESCRIPTION........................................................................... 1 B. SUB -BASIN DESCRIPTION................................................................................ 3. DRAINAGE DESIGN CRITERIA...........................................................................1 A. REGULATIONS......................................................................................................1 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ................. 1 B. C. HYDROLOGICAL CRITERIA............................................................................. 2 2 D. HYDRAULIC CRITERIA .............................................. . ....................................... 2 E. VARIANCES FROM CRITERIA....................................................................... ... 4. WETLAND DETERMINATION AND REVIEW..................................................2 2 5. DRAINAGE FACILITY DESIGN ......................................... ................................... 2 A. GENERAL CONCEPT........................................................................................... 2 B. SPECIFIC DETAILS........................................................... ................................... 3 6. CONCLUSIONS........................................................................ .................................. 3 A. COMPLIANCE WITH STANDARDS.................................................................. 3 B. DRAINAGE CONCEPT........................................................................................ 3 7. REFERENCES.................................................................. .................... 3 R. APPENDICES............................................................................................................. y A. VICINITY MAP 1 B. HYDROLOGIC COMPUTATIONS C. HYDRAULIC COMPUTATIONS D. SUPPORTING DOCUMENTS E. PRE AND POST DEVELOPMENT EXHIBITS 1. GENERAL SITE LOCATION AND DESCRIPTION A. LOCATION The O'Reilly Auto Parts is located within a portion of Lot 2, Block 1, of the McNelis Subdivision in the south half of the southeast quarter of Section 34, Township 4 North, Range 1 West in the City of Meridian, County of Ada, State of Idaho. The site is bound to the north, south and west by vacant land. And to the east by North Ten Mile Road. The O'Reilly Auto Parts is located in Parcels 1 & 2. See appendix for Vicinity Map. B. DESCRIPTION OF PROPERTY The majority of the existing ground cover consists of native grasses and vegetation with a drive access on the southeast corner. The site generally drains to the northwest with slopes ranging between I% and 5%, and up to 4:1 along the east perimeter. The site is lower than adjacent North Ten Mile Road. All runoff sheet flows undetained to the northwest. There are currently no irrigation facilities on the subject property. According to the ALTA Survey, the property is located within Flood Zone X, areas of 0.2% chance of annual flood, as shown on the Federal Emergency Management Agency (FEMA) Floodplain Map No 160000143 H. Jit , k SC q • , ih I.; i„ A. MAJOR BASIN DESCRIPTION This site does not lay within an overall master development, and therefore wilt retain excess runoff on site. B. SUB -BASIN DESCRIPTION The proposed site has been divided into multiple basins as shown in the Post Development Map in the Appendix of this report. The majority of the basins will be captured via inlets and conveyed via storm drains to the detention pond prior to leaving the site. Two of the basins within the disturbed area drain offsite due to site constraints at a runoff volume equivalent to what had previously been released from the existing site. 3. DRAINAGE DESIGN CRITERIA A. REGULATIONS This drainage report and the drainage design for the site are in accordance with the Ada County Highway District's (ACHD) stormwater program and the City of Meridian. B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS This site is developed in accordance with the aforementioned standards. This report establishes the detention volume for the 100 -yr storm event with allowance fro sediment storage as calculated per the requirements of the ACHD. C. HYDROLOGICAL CRITERIA The Rational Method was used to determine the runoff rates for the 100 -year storm event. The peak runoff values were determined using the rainfall intensity provided from the equations within the ACHD Calculation Sheet. The required Retention volume was determined based on the 100 -yr intensity and runoff coefficients associated wqith each basin. The runoff volume from the basin areas unable to be detained on the site is equivalent to the runoff volume of the historic condition. D. HYDRAULIC CRITERIA All hydraulic structures have been designed for the 100 -yr event. Storm drains have been sized using a Manning's Equation n value of 0.013. E. VARIANCES FROM CRITERIA At this time there are no requests for variances. 4. WETLAND DETERMINATION AND REVIEW No wetlands are present within the property. 5. DRAINAGE FACMITY DESIGN A. GENERAL CONCEPT The developed drainage conditions will be similar to the existing drainage conditions. The increase of impervious area is accounted for in the seepage bed retention on the east side of the site. The sand and grease trap will provide water quality to the flow prior to it entering the seepage bed. B. SPECIFIC DETAILS As mentioned above the development of this site will not change the runoff volume. The existing site has a 100 -yr runoff volume of 0,012 acre-feet. The proposed site is designed with a peak 100 -yr runoff volume of 0.012 acre-feet. The seepage bed is sized per the ACHD Calculation Sheet for Sizing Seepage Bed and is designed to accommodate the 100 -yr storm event with accommodations for 25% of sediment. Due to the level of the groundwater the rock within the bed was only able to be 2.33 feet in thickness. The area of the bed spans 79 feet long by 37.5' wide to accommodate the volume. Based on the NRCS Custom Soil Resource Report for Ada County the site has a percolation rate of 1.26 in/hr which will result in a 90% drain time of less than 24 hours. The majority of the onsite basins drain to inlets placed throughout the site and are routed through storm drain pipes to a sand and grease trap. Once through the trap the flow continues to the seepage bed. Basins not collected in the seepage bed will drain offsite to the north and west maintaining drainage pattern similar to historic conditions. These storm drains, inlets, and curb cuts are sized to accommodate the 100 -yr storm event. The facilities on this site are designed so that access and maintenance will not be an issue. 6. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The calculations and design for the proposed development are in compliance with the standards as set forth by the Ada County Highway District's stormwater program. Their requirements have been met for the proposed development. B. DRAINAGE CONCEPT The development of this site will maintain the existing drainage conditions. The proposed treatment of the storm water through the sand and grease interceptor will restrict pollutants and sediment from flowing into the seepage bed. Negative impacts are not anticipated with the development of the proposed O'Reilly. 7. REFERENCES Urban Drainage and Flood Control District, Denver, CO, June 2001, Urban Storm Drainage Criteria Manual Ada County Highway District, Garden City, ID, June 2012, Ada County Highway District Policy Manual United States Department of Agriculture Natural Resources Conservation Service Soils Survey, http:/Iwebsoilssurvey.nres.usda.gov 8. APPENDICES A. VICINITY MAP B. HYDROLOGIC COMPUTATIONS C. HYDRAULIC COMPUTATIONS D. SUPPORTING DOCUMENTS E. PRE AND POST DEVELOPMENT EXHIBITS A. Vff(C�NITY MAY S TE E USTICK RD 7) Q J K E U U W L O -� W J U Q Z z E PINE V m z z E FRA KLIN RD Cho-a0o B� HYDRULDMIC C(DM?UYAYUMNS ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engir is methodology must result In facilities that meet or exceed these calculations in order to be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. O.e„k= CIA for peak discharge Qv,,q= Water Quality flow for percentile storm V=Volume Vwq=Volume of Water quality for percentile storm C=Dimensionless runoffcoefficient, from tables I = Average rainfall intensity (in/hr) calculated from Tc for peak flows, set at 60 -minute duration for Volume A = Site area (acres) Tc =Time of concentration calculated for peak flows elate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name O'REILLYAUTO PARTS ON NORTH TEN MILE ROAD 2 Is area drainage basin map provided? Yes (map must be included with stormwatercolculations) 3 Enter Storm Frequency (100 -year per ACHD policy) 100 4 Enter number of storage facilities (10 max) 5 Area of Drainage Basin (SF or Acres) Acres Acres 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Av Basinl g Basing Basin Bashi 6asin5 Basin6 Basin Basing Basin Basin 10 0.24 0.14 0.11 0.14 0.60 cis (used for 5/G Trap throat velocity, WQ storm conveyance system sizing) 0.63 11 Calwlatetotalrunoffvol IV)(for wing primary storage) V 2,042 ft' V = 0 (Tc=60)Ax3600 0.761 0.93 0.71 0.73 Enter Percentile Storm I(80th percentile = 0.34 in) 0.78 0.34 in Enter WQ Volume (Vwq=Dui (from line a6ove)xAx3600) Vwu 603 ft' 13 Enter approved discharge rate for the given storm (if applicable) 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min minimum Fuev_rakula[eto Min. 8 Determine the average rainfall intensity (I) from IDF Curve based 1 3.11 in/hr 9Cal or ate the Post -P reject peak discha rge(QPeak) Q,ak 1.53 cis 10 Calculate peak Qwq (uses 2 y storm) Qwo 0.60 cis (used for 5/G Trap throat velocity, WQ storm conveyance system sizing) 11 Calwlatetotalrunoffvol IV)(for wing primary storage) V 2,042 ft' V = 0 (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQfacilities) Enter Percentile Storm I(80th percentile = 0.34 in) 80th 0.34 in Enter WQ Volume (Vwq=Dui (from line a6ove)xAx3600) Vwu 603 ft' 13 Enter approved discharge rate for the given storm (if applicable) 0.00 is 14 Volume Summary Surface Storage: Pond WQ Pond rmebay+l5%sediment V 694 h, ft' Primary Treatment/Storage Basin V 1,439 Subsurface Storage: Seepage Bed it, Primary7reatment/Storage Basin +25%Sed V 2„553 8/1/2012, 2:49 PM J:\PROJECTS\CO\CO126800'Reilly-Meridian, ID\DRAINAGE\CALCULATIONS\Ado'O51AA[WIQ'BQ09&_4-27-12.xlsm O H v z 41 Lo W G rn m H 0 U 0 0 r O W -� Ww o U 0 o W U O W a � Ca � co W H H W H 2 W U H N W O M M� LO � worrn�rr r,� r. 0 OU U o 0 0 0 0 0 o O W 5 O :.: a a� H N c1 ri ko OD C O o 0 0 0 0 0 0 0 < II 0 N 0 II d` O rl p f N U w ro o 0 0 0 o o'0 C 0 C 0 /0 LL W l0 0 0 o O O p O ,� 000 0o yA a, U C 0 O o Fl� s Q x ¢ 4i / O O O O O O w, rd N Ea N Q K 0 0 Qi 2 H O U] Q rl N M d' M l0ri Q H H U N Cl M i+ O U ° CL Q �H � H FC [A U 0 W GT4 N O W O r w Q w j a H w O H v z 41 Lo W G rn m H 0 U 0 0 r O W -� Ww o U 0 o W U O W a � Ca � co W H H W ACHO Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This wod[sm,t is Intended to be a guldefine to shandardiee AND chead.,af,mmage almlarlom and shall not repenof the ,olneeds calmlation methodology. These alalationz shall"aff" ha minlmn- "'I'irement The EnGineer's methodology must result in faclidles that me., or a -.d them salaulatlons in order to be aaepted. No, this spr M1 "Peak dV"mb Last irm in yellow alta. iaa ,,,t default valve type = in yellour mil and po tto a,mp t,d call 1 Profen Name O'REILLY AUTO PARIS ON NORTH TEN MILE ROAD 3 Design Storm DAs rink u: pnkryVinss 4 Weighted NmmffCoelndent C 0.63 10 calculate Total Storage per Foot V 5 Area A(Avez 6 Approved dlzabarge ate Forthe gNm aa -(IF appllahle( a[rez 000 on 425R Dezlgn Volume W/15%Sediment V 2,553 Ito C Set OaAgn WIdIh W 37.5 R 9 $e[Oezlgn Dep th D 23 R 4 Numbemi Storage flows(,/o lwlawQ god,Dnl,3-Rhlt.... r, in--,tbnd,,Ih only As.. 9'sg5 fag 10 Void Ratio of Drain Rosh Vold 04 e24 Rs/hr 0.4 for15°-1"drain mdi Installed lmleor Storage +pp 11 Design mLllaDon peeps meal Perc al plpe/12/11^2 12 Area Infiltration Arms 2i4]f_ 146 ft/hf 13 Volumeltrattion Vpetc lot 2'D R 14 She of PeA Plpe DI, pipe 121, 352 Rom 15 gg'.1afe Toad Storage per Fort Spf 0'D f?/ft APfiWXDXVoideApp ssr 16 Calculate Design length L 79 R De.n 19 perforated Pipe Cfieck 64 d '00313 R raLl or-fi=o.,,11, .l ateww2.hon A D.L'. R' On—freffid"tll ft.whm ls= Cstomeperfoa[irn Rs A/Rplpe 00109 OR Ce'CreM [lent rf dlarharge =0.fi0 De rin DOSfi4 [is A=Area Itec'mad M11 R g=32.12 R/x1 D m 4,93 cis H=Head ill: Aaxeme ld- .p R (Weighted ass W'I'F."ever top of pIn refs pea Valley= 5 jm,lop haIO;VsRm, per R3]/20 R Pert/R = a.. med 5 x 51/26 for 30° 96larlaminii6mll- or Foot V 2,765 Its 2Volume lo5mre 10 calculate Total Storage per Foot opf 3lnmlled UamberWltl[h C. 425R Installed Ch amber, Hdlit' Ch 3.50 h 5'SD Ra/R 11 length Installed Chamber Storage Volume V/mPf 4 Numbemi Storage flows(,/o lwlawQ Ne As.. 9'sg5 fag S Number of Isolator Rows NI e24 Rs/hr (ta/R Installed lmleor Storage +pp 04°0 al plpe/12/11^2 14 TmetaDain 6 Tote, Installed"'Id" lot 2'D R Nrx CwkNlx 5 e2 0'D f?/ft ] Rnmea In Rrws ssr 96larlaminii6mll- or Foot taf EW 9 i retain 10 calculate Total Storage per Foot opf DA Rs/R (ssrrspp) x@ L 4,943 R 11 length V/mPf As.. 9'sg5 fag U Area Insertion e24 Rs/hr 13 Volumelnnitratlon Vote so hours 14 TmetaDain IN volume In 2abaura minimum VI/2G12, 3:09 PM .n �ommorntrnaeen o'aeIIN-Mevidian, l0\DRAINAGE\fALN1ATION3kda County\ACRO SD CeIa_4-P-12rlsm VVavm3.s AprldaIF Co RjyIDRAU rLff C cC(DMIP-JTi A`li UMNS ACHD Quick Calculation Sheet for Capacity of Pipes and Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be User input in yellow cells. To accept default value type = in yellow cell and point to computed cell I Project Name O'REILLY AUTO PARTS ONrNORTH /TFjN MILE ROAD Pipes Maximum Possible Flow Rate 0= 0.57 cis S Depth of Flow at Max Y C'6 Oms.= 0.97 ft 1 Enter Flow 0.013 6 Angle With Center A = 5.60 rad 2 Manning'sn n= 5= D.0025 ft/ft 7 Flow Area A= 0.78 ft` 3 Slope D= 12 in 8 Wetted Perimeter P= 2.97 ft 4 Pipe Diameter 9 Top Width T=. 0.33 10 Hydraulic Radius R= 0.26 ft 11 Manning Conveyance 1<= 36.50 cfs 12 Maximum Flow Oma.= 1.83 cis 13 Full Flow Orvii= 1.78 cis 14 Percent Full 43'4% Critical Flow Depth n Flow Depth Center 6 _ 2.87 Cad 24 Angle With Center a= 2.3S rad ft 15 Angle With ft` 25 Flow Area A= 0.21 16 Flow Area A= 0.33 26 Wetted Perimeter P= 119 ft 17 Wetted Perimeter P= 1.93ft 27 Top Width T= . 0. 93 ft 18 Top Width T= 0.99 ft 28 Hydraulic Radius R= 0.93 ft 19 Hydraulic Radius R= 0.17 it 20 Manning Conveyance If= 11.40 cis 29 Critical Flow Depth Y�= 0.31 ft 21 Uniform Flow Depth Y,= 0.43ft 22 Alternate Uniform Flow Depth Alt y„= None ft V= 2.70 ft/s V= 175 We 30 Velocity 23 Velocity I Ditches 1 Flow Rate Q= cfs 2 Manning'sn n= 3 Downstream Slope 5= ft/ft 4 Base Width b= ft 5 Side Slope z= ft/ft ----Ll. -- Critical Flow Depth rm Flow Depth 0.00 ftz 11 Flow Area A= fro 6 Flow Area A= P= 0..00 ft 12 Wetted Perimeter p= ft 7 Wetted Perimeter - ft 13 Hydraulic Radius R= it 8 Hydraulic Radius R= 14 Tapwidth T= ft 9 Mannings Conveyance g.= cfs 15 Critical Flow Depth Y. ft 10 Uniform Flow Depth Yn' 0.00 it V= ft/s V= ft/s 16 Velocity 11 Velocity 8/l/2012,2:52 PM 1:\PROJECTS\CO\C012580O'Reilly -Meridian, ID\DRAINAGE\CALCULATIONS\`9wJa'fouu3l6i M[ZGl2Calc_4-27-12.xlsm ACHD Quick Calculation Sheet for Capacity of Pipes and Wtches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall estabrmh a minimum requirement. The Engineer's methodology must result in facilities that ,at or exceed these calculations in order to be User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name O'REILLY AUTO PARTS NNORTH 7EN ILE ROAD - Des • sN .d%d 1 Enter Flow Q= DAD cfs 2 Meaning's n n= 0.013 p = S= 0.0120 ft/ft 3 Slope D= 12 in 4 Pipe Dlameter 36.50 cis Qma.,= 15 Angle With Center 16 Fl ow Area 17 Wetted Perimeter 18 Top Width 19 Hydraulic Radius 20 Manning Conveyance 21 Uniform Flow Depth 22 Alternate Uniform Flow Depth 23 Velocity 1 Flaw Rate 2 Manning's n 3 Downstream Slope 4 Base Width 5 Side Slope I Flow Deptn 6 Flow Area 7 Wetted Perimeter 8 Hydraulic Radius 9 Mannings Conveyance 10 Uniform Flow Depth 11 Velocity B= 2.06 rad A= 0.15 ft` P= 1.46 It T= 0.86 ft R = 0.10 ft I( = 3.65 cis Yn= 0.24 it Alt Yn= None ft V= 2.72 ft/5 Q= cis n= 5= ft/ft b= ft z= D/ft A= 0.00 ft' P= D.00 ft R= it (= cfs Yn 0.00 ft V= ft/s ,m Possible Flow Rate 5 Depth of Flow at Max 6 Angle With Center 7 Flow Area 8 Wetted Perimeter 9 Top Width 10 Hydraulic Radius 11 Manning Conveyance 12 Maximum Flow 13 Full Flow 14 Percent Full Flow Depth 24 Angle With Center 25 Flow Area 26 Wetted Perimeter 27 Top Width 28 Hydraulic Radius 29 Critical Flow Depth 30 Velocity Flow Depth 11 Flow Area 12 Wetted Perimeter 13 Hydraulic Radius 14 Top Width 15 Critical Flow Depth 16 Velocity J:\PROJECTS\CO\CO12680 O'Reilly - Meridian, ID\DRAINAGE\CALCULATIONS\Wlai6nuhi(\90[231ECalc_4-27-12.xism y @ Q,„ = 0.97 it G= 5.60 rad A= 0.78 ft` p = 2.97 it T = 0.33 R = 0.26 it I(= 36.50 cis Qma.,= 4.00 cfs Oro = 3.90 cfs 24.3% B= 2.15 rad A = 0.16 ft` P = 1.07 it T = 0:88 ft R = 0.15 ft y,= 0.26 it V= 2.45 ft/s A= ft' p= It R= It T= ft Y. ft V= ft/s 8/1/2012, 3:23 PM ACRD Quick Calculation Sheet for Capacity of Pipes and Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name O'REILLY AUTO PART ON NgRTH TEN MILE ROAD 1 Enter Flow Q- cis 2 Manning's n °_ 3 Slope 5= ft/it 4 Plpe Dlameter D= is n Flow Depth 15 Angle With Center 16 Flow Area 17 Wetted Perimeter 18 Top Width 19 Hydraulic Radius 20 Manning Conveyance 21 Uniform Flow Depth 22 Alternate Uniform Flow Depth 23 Velocity 1 Flow Rate 2 Manning's n 3 Downstream Slope 4 Base Width 5 Side Slope 6 Flow Area 7 Wetted Perimeter 8 Hydraulic Radius 9 Manning's Conveyance 10 Uniform Flaw Depth 11 Velocity e= rad A= fe P= it T= it R= ft IC= cis Y.= ft Alt y„= ft V= ft/s Q= uo crs = 0.015 5= 0.0064 ft/ft b = 2.00 it = 1.00 ft/ft A = 0.17 ft' P= 2.24 ft R= 0.08 it IS= 3.12 cis y�= 0.08 it V= 1.44 ft/s in Possible Flow Rate 5 Depth of Flow at Max 6 Angle With Center 7 Flow Area 8 Wetted Perimeter 9 Top Width 10 Hydraulic Radius 11 Manning Conveyance 12 Maximum Flow 13 Full Flow 14 Percent Full Flow Depth 24 Angle With Center 25 Flow Area 25 Wetted Perimeter 27 Top Width 28 Hydraulic Radius 29 Critical Flow Depth 30 Velocity 11 Flow Area 12 Wetted Perimeter 13 Hydraulic Radius 14 Top Width 15 Critical Flow Depth 16 Velocity 1:\PROJECTS\CO\C012680 O'Reilly - Meridian, ID\DRAINAGE\CALCULATIONS\Ida'JoauT15/\4a MIZESV-Calc-4-27-12.xlsm Y @ Oma= 0.00 ft 0= rad A= ft` P = ft T= R= ft = cfs Qma = cfs Q r = cfs Q= rad A = it, p. it T= ft R= it V= ft/s A= 0.16 fro P= 2.22 it R= 0.07 ft T= 2.16 ft Y.' 0.08 it V= 1.55 ft/s 8/1/2012, 2:58 PM ACHD Quick Calculation Sheet for Capacity of Pipes and Ditches NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order tube User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name O'REILLY AUTO PARTS ON jJORTH TEN MILE ROAD I D ©eS 6^ ' Srl0J Pipes Maximum Possible Flaw Rate 5 Depth of Flow at Max Y @ Qma. = 0.97 ft 1 Enter Flow Q=0.56 cfs 0. 6 Angle With Center 0 = 5.60 rad it' 2 Manning'sn n= S= 0.0120 ft/ft 7 Flow Area A= 0.78 2'97 ft 3 Slope 121n 8 Wetted perimeter P= 4 Pipe Diameter D= 9 Top Width T= 0.33 SO Hydraulic Radius R= 0.26 ft 11 Manning Conveyance K= 36.50 cis 12 Maximum Flow Q... =400 cfs 13 Full Flow Oran= 3.90 cfs 14 Percent Full 28.7% n flow Depth Critical Flow Depth 24 Angle With Center O = 2.37 rad 15 Angle With Center D = 2.26 and 25 Flow Area A= 021 ft< 16 Flow Area A= O'19ft 1.58 ft 26 Wetted Perimeter =-1.18 ft 17 Wetted Perimeter P = 27 Top Width T= 0.93 ft 18 Top Width T= M90 it 28 Hydraulic Radius. R= 0.19 it 19 Hydraulic Radius R= 0.12 it 20 Manning Conveyance IK= 5.11 cfs 29 Critical Flaw Depth yc= 0.31 it 21 Uniform Flow Depth Y.= 0.29 it 22 Alternate Uniform Flow Depth Alt Y�= None ftV= 2.69 ft/s V=-3 01 it/, 30 Velocity 23 Velocity Ditches _ _ 1 Flow Rate Q= cis 2 Manning'sn n= 3 Downstream Slope S= ft/ft 4 Base Width b= It _ 5 Side Slope z= ft/ft Critical Flow Depth fti m w Depth aFlo 000 fig 11 Flow Area A= 6 Flow Area A= P= 0. 00 fi 12 Wetted Perimeter P= ft 7 Wetted Perimeter 13 Hydraulic Radius R= ft 8 Hydraulic Radius R= ft 14 Top Width T= it 9 Mannings Conveyance K= cis 15 Critical Flow Depth y== ft 10 Uniform Flow Depth Yn= 0.00 ft 16 Velocity V= ft/s it Velocity V= ft/s 8/1/2012, 2:56 PM 1:\PROJECTS\CO\CO12680 O'Reilly - Meridian, ID\DRAINAGE\CALCULATIONS\`P i3ZaO6/Wifd[23UC31c_4-27-12.xlsm D. SlUTIPORTITT(s DUCU VAIE 1 T 1TS 0 E. 11 ri —IDEVE1LeOPMENT AND POST—DEVELOPMENT EMll1L11 M i / I EX1 1 0.570.15 0.280.15 1 OR I 1 � 1 I n PRE -DEVELOPMENT 1O 6RARIIG SLPIF - PEEf VICINITY MAP N.T.S. w C) H 406 RE � Po 30 o So Z A 5X w o "Y d im ea N .Oy w o9 of Fo z � F 0 a - W Ff a STORMWATER RUNOFF NOTES: TDTPL LOTAREA'. R1 RE iOTP,_LORBE AREP'. Bfi0 pqE DEVELO PM NT ALOE R0.5 PCR 5.0.15 P Osr DEVELOP ENT VPL FOR ¢`J PL Es'. Yo PRE DEVELO PM NT 1 VR ORM UNOF 0013 LRE -FEET POST DEVELOP EN D0.YP rO RM RUN F0. ACRE-FEET pO Si DEVELO P MENT RUN FRETPINED 2A 0.E FEET DSUMMARY RUNOFF TABLE .Tp1Y.T1.. Rr .e,1.1. I.,R aE�CFS� EY, 6YR 0.27 DRAINAGE LEGEND: PROPOSEDSLOPE I EXISTING SLOPE(1010 BASIN LIMITS %1 A= BASIN DESIGNATION B B=AREA IN ACRES C C = RUNOFF COEFFICIENT D = DESIGN POINT I oar: D� of 2 1 POST -DEVELOPMENT oz 50A : 1=29 SITE m1 RD XTPIBUTING PIRD. CB AIDES, (ALBBSI ICFs) E - 3 NI �z B.TA 0.41 a VICINITY MAP H.T.S. STORMWATER RUNOFF NOTES: TOTALLOTAREA. 0717ACRE TOTALOISTURBEOAREPOPW PRE-OEVELOPMENT C VAW E FOR DI ESACRES'. 015 PONRDP ELOP ME NTCVALOEEO1DAE3AC1E601 PRE-OEVELO PRE NTITSIR STORM RONOFF'. 0012ACREFEET POST OEVELO PMENT100YRSTORM RUNOFF:0951ACRE-FEET POSTDEVELOPMENTRIINOFFRETAINEO.O.ACRE-FEET POST DEVELO PMENT RUNOFF RELEASED '.0012ACRE-FEET SUMMARY RUNOFF TABLE BI IB XTPIBUTING PIRD. CB AIDES, (ALBBSI ICFs) 3 NI �z B.TA 0.41 a CALCULATIONS: SEEPAGE BED CALCULATIONS PROPOSEDAND EXISTING SURFACES: BUILDING&PAVEMENT 22,150SF, C=0.95 LANDSCAPE 58505E C=0.15 TOTAL AREA 28,000 SF SEEPAGE BED VOLUME REQUIREMENTS: Vstomr-A(G)ID)= STORAGE VOLUME (FT3) A (IMPERVIOUS)- X FT2 A (LANDSCAPE) = X F72 D =100 -YEAR DESIGN STORM (FT) = 1 -INCH = 0 0833 FT VSWFPP= ((22,150'0 95)+(5,850'015)1'0 0833 =1,827 FT3 %BE = 25% 125%' Vstorm - 2 264 FT3 THE CAPACITY OF A 31.5' WIDE x 79' LONG x 2.33' DEEP SEEPAGE BE. STORAGE VOLUME = W'L'D'%VOIDS %VOIDS =40% STORAGE VOLUME =37.5"79'2.33'940'075=2,761 FT3 2,284 FT3 OK. SAND & GREASE TRAP THROAT VELOCITY CHECK C (WEIGHTED) = J,(6 1= 100 -YEAR, 10 -MIN INTENSITY= 3.11 INCHES/HOUR A (ACRES)= 0.63 ACRES Qpeak=ClA= 0 78'3.11'0.63 - 1.53 CFS THROAT AREA= 5.25' x 1.75 = 9.18 BE THROAT VELOCITY= 153 CFSI918 SF= 017 FPS (� 05 FPS, OKI) DRAINAGE LEGEND: PROPOSEDSLOPE 220% EXISTING SLOPE (> Dm BASIN LIMITS — ii A= BASIN DESIGNATION B C B=AREA IN ACRES C = RUNOFF COEFFICIENT D=DESIGN POINT U w Q UN O u Qo, �z a LL 80 IN 0 e wIg w rm z w n AI So 0 Z_ F 0 a Q s a F w a 1 DATE: D2 of 2