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CC - Storm Drainage Report Prepared For: Paramount Director Subdivision No. 1 Brighton Development, Inc., ACHD, City of Meridian, Idaho City of Meridian Storm Drainage Report 60 OF C. Prepared By: Lachlin Kinsella, P.E. Project Engineer KM Engineering, LLP 9233 West State Street Boise, ID 83714 208.639.6939 lkinsella@kmenglip.com June 13, 2017 Project No: 16-022 Engineers . Surveyors . Planners TABLE OF CONTENTS Introduction .................................................................................................................................1 ProjectDescription .......................................................................................................................1 SiteDescription................................................................................................................................1 Scopeand Methods .......................................................................................................................1 ExistingDrainage Conditions...........................................................................................................1 Proposed Drainage Conditions and Analysis...................................................................................1 Sandand Grease Traps ....................................................................................................................2 Inletand Gutter Capacities..............................................................................................................2 SeepageBed.....................................................................................................................................2 Summary..........................................................................................................................................3 APPENDICES Appendix A - Figures Figure 1 -Vicinity Map Figure 2 - Post-Development Drainage Map Figure 3 -Storm Water Improvement Plans Appendix B - Tables Table 1 - Peak Flow Rates and Runoff Volumes Appendix C- Calculations Post-Development 25-year Calculations Post-Development 100-year Calculations Sand and Grease Trap Calculations Inlet and Gutter Capacities Seepage Bed Calculations Appendix D - Geotechnical Engineering Report Geotechnical Engineering Report (MTI, 5/19/2017) Addendum #1—Pavement Recommendations (MTI, 5/23/2017) i E p� E E E i E { INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Paramount Director Subdivision No. 1 (Project) are designed to meet Ada County Highway District (ACHD), City of Meridian, as well as the water quality requirements of the Idaho Department of Environmental Quality (DEQ). This report has been prepared at the request of the developer, Brighton Development, Inc. PROJECT DESCRIPTION The Project consists of the first phase of a residential subdivision that includes 146 lots: 126 buildable residential lots and 20 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The Project site is located at the southwest corner of Meridian Rd. and Chinden Blvd. in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The existing phase 1 area consists primarily of agricultural land that is 23.36 acres in size. SCOPE AND METHODS The Rational Method is the standard method for small catchments that was used to calculate post-development peak runoff rates and volumes. The Rational Method provided in the ACHD calculation sheets were used to calculate the peak runoff rates and volumes for this project, see Appendix C - Calculations. Flow rates and storm volumes were established for each basin for the 25-year and 100-year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for a summary of flow rates and runoff volumes. Calculations for the sand and grease traps, inlets and gutters, and seepage beds were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-project watershed consists of one drainage basin that is primarily agricultural land and is currently irrigated through open channels. The flow path for the existing j drainage basin involves overland sheet flow from northeast to southwest corner of jthe Project with irrigation wastewater being collected through open channels and routed to the southwest corner. There are no existing storm drainage facilities in place to reduce the peak runoff volumes. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway gutters, catch basin inlets, sand and grease traps, seepage beds, and storm pipe networks. The post-development site was broken into thirty four (34) basins as shown in Appendix A, Figure 2 - Post-Development Drainage Map. For land use type and runoff coefficients (0.1 — open space, .95 — impervious, 0.70 — lots) for each basin refer to ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, inlet, pipe, etc. For 1 individual sub-basin peak flow calculations, in addition to combined sub-basins peak flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rates and Runoff Volumes). The proposed drainage basins include the front half of the lots and all of the proposed roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet flow over short grass, which is then conveyed with curb and gutter to catch basin inlets, before entering a pipe network. Once runoff reaches the pipe network, it is conveyed,to a sand and grease trap used as a pretreatment facility before entering the seepage bed. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for peak runoff rates and volumes. SAND AND GREASE TRAPS The proposed drainage design for the Project includes thirteen (13) sand and grease traps used as pretreatment facilities for the water quality storm event upstream of the seepage bed. Per the construction plans, the sand and grease traps have been sized as 1000 gallon boxes to allow for the 100-year peak flow to pass. Please refer to Appendix C-Sand and Grease Trap Calculations. i INLET AND GUTTER CAPACITIES The catch basin inlets will be built per the details shown on the civil construction plans. There are a total of twenty three (23) inlets, one for each drainage basin. i Based on our calculations, all inlets will require a single sump grate inlet or on-grade grate inlet to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25-year and 100-year storm event, refer to Appendix C— Inlet and Gutter Capacities SEEPAGE BED The thirteen (13) seepage beds (SB #1-13) will be built per the details shown on the civil construction plans. Based on our calculations, the seepage beds are adequately sized to ensure that no ponding occurs on the surface and that the volume required to retain the 100-year storm event is met. The invert elevation of the seepage bed was set at a minimum of 3 feet above the estimated high seasonal groundwater level. The Geotechnical Engineering Report prepared by Materials Testing& Inspection, dated May 19, 2017 (See Appendix D) didn't encounter ground water and recommends that a seasonal high groundwater level of 20 feet below existing grade be assumed for storm water facility design. Once the size of the seepage bed was calculated,the time necessary for 90% of the 100- year storm events to be infiltrated into the ground was calculated at less than 48 hours. The Geotechnical Engineering Report measured an infiltration rate of 12 inch/hour for 2 the poorly grade sand and gravels, therefore a maximum design infiltration rate of 8 inch/hour was used to design the seepage beds. The calculations included with this report show the volume that is required to be retained for the 100-year storm, the volume that is provided by the seepage bed, and the infiltration through the bottom of the seepage bed, refer to Appendix C — Seepage Bed Calculations. SUMMARY This report determines that the Project storm water design sizing and analysis conforms to ACHD and City of Meridian storm water design criteria. The post-development storm water runoff for half of the proposed residential lots and all of the roadway, curb and gutters, and sidewalks should be completely retained onsite through the proposed seepage beds, thus reducing the 25-year and 100-year peak flow rates and runoff volumes when compared to pre-development, refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes. z r 3 i APPENDIX A - FIGURES N SCALE: 1"=1,000' PROJECT SITE L ulujimij rs" ji O O O O _ Cpum".111VI)IR b726X FT-1 — o ) x g c � 1 a z K p E o Q U j Y u o v LL o Y v � o _ a O 0 m N I � E g I w I Z Y Z J e S U g 0 a ENGINEERS.SURVEYORS.PLANNERS 9233 WEST STATE STREET o BOISE,IDAHO83714 PHONE FAX(08)8639-69309 PARAMOUNT DIRECTOR SUBDIVISION No. 1 Ln MERIDIAN, IDAHO w DATE: 6/13/17 PROJECT: 17-07S FIGURE 1 - VICINITY MAP SHEET: 1 OF 1 n: DRAINAGE LEGEND DESIGN POINTS I . INLET 1 A BASIN DESIGNATION 2, INLET 2 2.5 AREA IN ACRES 3, INLET 3 4, INLET 4 N 5. INLET 5 DESIGN POINT 6, INLET 6 0 30 60 120 # 7. INLET 7 EXISTING GRADE a. INLET 8 ADE CONTOUR �7 1 INLETS 9 Plan Scale - - - - INLET 10 11 , INLET 11 12,2. INLET 12 FINISHED GRADE CONTOUR 13. INLET 13 14, INLET 14 2470 15, INLET 15 a 16, INLET 16 17. INLET 17 18. INLET 18 - - 19. INLET 1 - - - - - - - - - - - - - -- - - - 20, INLET 20 21 . INLET 21 __—ary — _ - _ . ._ -_._ 22, INLET 22 �' -- - -- _ - - - - - 23. INLET 23 _ - - — II — _ — — -— za. scr / ' — " 25, SGT /sA tool . . .._. .. . . . .. . .. __ _ 27, SGT /3 Z --I-I _ _— = O . . . - _ .. _ SGT 4 28. / _ III 29. SGT /5 —_ _ m.oI _ "\ 30, SGT /6 > omo-ooI 32, SGT IS II .— # _ \\� i-- .�/ •,• 33. SGT /9 _ — -- _ _ommomp - - _ � �/ 34, SGT / 10 ooI_'oo-00000 1__ _— '-- J �J / 35, SGT / 11 ~poppoomI � — -- - — J 36. SGT /12 0000000. 00I ooI, om0000, r—:— __ - 37. SEEPAGE 8E0 /1 "� —r- 1 38. SEEPAGE BED /2 .�._�._3....�._.____._.. . 39. SEEPAGE BED /3 �o `& 40. SEEPAGE BED // 1 - L& 41 , SEEPAGE BED /5 ! ! 42. SEEPAGE BED /6 I' 43, SEEPAGE BED /7 i -� I I� 44. SEEPAGE BED /8 45. SEEPAGE BED /9 46, SEEPAGE BED /10 1 47. SEEPAGE BED /11 1 I 48, SEEPAGE BED /12 9 SEEPAGE BED /13 a l J 23 --- . , z - 0.37 z \ ( 45 O a z 111 l x Z m = z -1 . z 1 zs8 Q a 4 . {, \ it q Z I Q W Q I n Q • V_ U LL op H-3 � O / \\ CLLI o.wSea O CL 2SB0 f- . H -2 0, 15 a 49 \ \ \ 0.31 of A- 1 H- 1 0.36 O41 . I 38 20 — DRAWING STATUS: Li � I 37 24 zs79 c1 — FOR AGENCY REVIEW Io 2 = _ r _ Is Z 11 i 25g0 5 — --- o 2580 -- � Z ( i 1 I I ENGINEERS . SURVEYORS . PLANNERS 1' o I i \ I I I 9233 WEST STATE STREET ; 9 ( I BOISE, IDAHO 937142g1 PHONE (208) 639-6939 o FAX (208) 639-6930 \- E G \ 0• —'±-=� ' '!�i_ - -- I I DESIGN BY: LCK t OMWN BV: LCK W. DIRECTOR ST. T_ — `— — --- — I — CHECKED BY: a DATE: 6/13/17 PROJECT: 17-075 SHEET NO, 3 1OF1 c APPENDIX B - TABLES Table 1-Peak Flow Rates and Runoff Volumes Post-Development Peak Flow Rates(cfs) Tc(min.) 25-yr 100-yr Basin A-1 14.1 0.46 0.64 Basin A-2 11.1 0.40 0.56 Basins A-1,A-2 14.1 0.87 1.21 Basin B-1 14.7 1.18 1.65 Basin B-2 14.7 1.09 1.52 Basin B-3 13.4 0.59 0.83 Basin B-4 10.0 0.14 0.20 Basin B-5 11.1 0.89 1.24 Basins B-1-B-5 14.7 3.90 5.43 Basin C-1 12.2 0.61 0.85 Basin C-2 10.0 0.23 0.32 Basin C-3 11.3 1.13 1.57 Basins C-1-C-3 12.2 1.97 2.74 Basin D-i 19.6 1.03 1.44 Basin D-2 12.7 0.56 0.79 Basin D-3 10.6 0.76 1.06 Basins D-1-D-3 19.6 2.15 3.00 Basin E-1 13.1 0.74 1.03 Basin E-2 10.0 0.29 0.40 Basin E-3 10.0 0.79 1.11 Basins E-1-E3 13.1 1.82 2.54 Basin F-1 12.9 0.60 0.84 Basin F-2 10.0 0.21 0.29 Basin F-3 10.0 1.06 1.48 Basin F-4 10.0 0.50 0.70 Basins F-1-F4 12.9 2.37 3.30 Basin G-1 14.3 0.82 1.14 Basin G-2 10.0 0.75 1.04 Basins G71,G-2 14.3 1.57 2.18 Basin H-1 13.4 0.54 0.75 Basin H-2 10.0 0.19 0.27 Basin H-3 13.4 0.72 1.00 Basins H-1-H-3 13.4 1.45 2.02 Basin 1-1 10.0 0.54 0.76 Basin J-1 19.8 0.98 1.37 Basin J-2 10.0 0.15 0.21 Basin 1-3 12.1 0.79 1.10 Basins J-1-1-3 19.8 1.78 2.48 Basin K-1 19.9 1.03 1.44 Basin K-2 10.0 0.25 0.34 Basin K-3 13.6 0.46 0.64 E Basin K-4 10.0 0.52 0.73 4 Basins K-1-K-41 19.9 2.06 2.88 Basins L-1 23.3 1 0.83 1 1.15 [ Post-Development Runoff Volumes E Total Runoff Volume/Seepage Bed I Basins A-1-A2(Bed 1) 1,860 i Basins B-1-B-5(Bed 2) 8,370 Basins C-1-C-3(Bed 3) 4,223 Basins D-1-D-3(Bed 4) 5,468 Basins E-1-E-3(Bed 5) 3,906 Basins F-1-F-3(Bed 6) 5,091 E Basins G-1,G-2(Bed 7) 3,365 Basins H-1-H-3(Bed 8) 3,108 Basin I(Bed 9) 1,166 Basins 1-1,J-3(Bed 10) 4,524 Basins K-1-K-4(Bed 11)1 3,773 Basins L-1(Bed 12) 2,524 i I E i I APPENDIX C - CALCULATIONS i i i POST-DEVELOPMENT 25-YEAR CALCULATIONS 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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Ca(cu(ate Post Develop nt Flows'(for pre dev`e(opment flows,increasetumbe'rr;'ofstorage:fac(Iitfes co ;reate newaab) User input in yellow cells. 1 Project Name PD No.I-A-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,167 2,276 8,210 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxAi)+(C2xA2)+(CnxAn)j/A Weighted Avg 1 0.70 1 '.. 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 Rlset Calculate .l to Min. Estimated Runoff Coefficients forVarious Surface min Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-famll 0.60.035 __ ID (in) Slope(ft/h) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 n Se'gmentl P1pe;Flo4i,:. Apartment Dwelling Areas 0.70 e- Industrial and Commercial :� t Light area, 0.30 - - Heavyareas 0.90 5egine�itl Gutter:ShhowConcentratedFlow Parks,Cemeteries o.io-o.zs _ b _>„ 0:005 0.619 177 _ 14 2 1 Playgrounds 0.20.035 3- Railroad yard areas 0.20.0.40 Segme [3 Overlaiid5heetFiov%ByTR55 Z`300h,, _ -c 0 0.620 - 70. -0,150 _ 5:8 12 0 f Computed Tc= ' 14.1 [ User-Entered Tc= 14.1 ';8>DetefmI66Ahe average rab lfa(l IntendU frort IDF Cdrve.based,on I 1,85 inJhr tY € 9�Calcuiateithe Post D'eve(opinentpeak discharge(QPea(C) j �Ucre- O.q6� cfs 10 calculatet 'i is unof(voli(V)(for sizing primaiysfofage) ft' 8 „V . (Tc 60)px3600 11t alculate Volume of Runoff RetlUcfion Vrr -;Enter Percentile Storm I'(95th percentile 0 6D;in} ' , 95th 0.60 in , _Enter Runoff RetluctiomVol f 95th P,ercenhle 0:60 fn x Area.it.C)" "Vrr 540 ft 12 Detgntlon'Approvetl Discharge Rate to Surface Wateis`$fapplicable) cfs g ;x3-Vo,timeSuni i-I; Unimproved areas 0.10.0.30 Streets Surface5torage oFY n Asphalt 0.95 E `=WCt Pond Forehdy - V '- '62 .ft" Concrete 0.95 PumaryTreatment/Storage Basin V 559= ft' Brick 0.95 - Roofs 0.95 '; Subsurface Storage ' Gravel 0.75 _ ft' ---— —--- Volume Wlth 15%Sei Iment Factor V" 714 Fields:sandy Bali Soil Type Slope A B f O (. flat:0.21 0.04 0.07 0.13 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6l 0.13 0.13 Adapted from ASCE t i' P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xlsm 6/13/2017,1:29 PM Version 8.9,June 2016 With New IDF Curves 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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. e Calculate Post Develop epFloWs(fo "pFei)eVelopmet flouts,increase nup7ber,of of ge facl(iftes User input in yellow cells. 1 Project Name PD No.1-A-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,542 2,295 5,728 Acres 0.31 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)(/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 ImprCalculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Lig a ht areas 0,80 eavyareas 0.90 gment -Gytter5hallowCopcentrafetLFlow, .,_ ��- parks,cemeteries 0.10•0.25 b � 0:005 0.619 168 1.4� 1.9 Playgrounds 0,20.0.35 ii Railroad yard areas 0.20.0.4b Segment3Oveflandi$EieetlF c . 0.020 50 0.150 5.4. 9.2 47777 Computed Tc= 11i1 User-Entered Tc I 8 Deterndne3he average rainfall"i6tensity(I)froin�(DF.Curve based on i_ 1i85"i in hr 9iC@Iculate the Ptisf-D`eveloptitent'Peak disch{arge',(4Peak)' �al 440 t' cfs - 10`Caiculatetotal runoffvol(V)(forsizing primarystorage) V 5g2' ft -V G(Tc,60)Ax3600; 11�Ca(cu(ate Volume of:Rugoff Reduction Vrf = Enter Per¢entil&Storma(95th p ercentile-0;60,in 95th 0;60 In 36nteeiRtUnO ff.Reduc(lon Vol(95th PercenGle=O 60tin;xArea,x C) 12 Detention:Approved 0lscharge��ate to Surface Wa(eis'(if applicable) ', •`, , cfs ` -13 VOIUme$llnimary Unimproved areas 0.10-0.30 Streets Surface Storage Pond Asphalt ass WQPond Fgrebay V 54: it concrete 0.95 i Pnb(aryTreatment/Storage Basin V, q88? Brick 0.95 Roofs 0.95 Subsurface Storage Graved 0.75 Volame With 1510 SBdiment Factor - , -- V 623; ft� Fields:sandy soil Son Type Slope A 8 C D Flat:0-2Y 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. steep*.,11 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27.16.xlsm 6/13/2017,1:29 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. - �Caicul?ie Post_Development Flows{fot pre=devetopmgntftovls Increase ntimber of sfoiage faciltties fo create new t"ab�` r:.,. User input in yellow cells. 1 Project Name PD No.1-A-1,A-2 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,709 4,571 13,938 Acres 0.67 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 to min 10 Min. �_i Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 ?- S,egltlEnt 1, Pipe FIoW_, �: ? - .,., .. . �. Apartment Dweiling Areas 0.70„ a Industrial and Commercial Li:htareas 0.80 " Heavy areas 0.90 Segment 2 Gutte%Shdl)owConcentfafed Flow : Parks,Cemeteries oao•o.zs b 0.619 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 Segmenti3.Overland Sheet-F[owiB,yTR 55;t300 ft'; v c -fi Computed Tc= 0.0 User-Entered Tc= 14.1 in/ 8i0etermmeithe average rainfall;gtenslty(i)from IDF`Ciirve ba`sed.on hr =y'Cafculate eP,ost-Development<peakdiscfiarge.{QPaak) -` 4a=+k 087' cfs �0?C�cuiate total runoff vo)�(V)(for,$)z�g prim"ary storage) V y 1 163„` fta , rU CQtc=60)Ax3600?. t 11,Calculate.Volume of Runoff Red_ucilon Vrr � -_ EnterPeicgntileSto'tool(95th,p=ecentile=t2.60,ip)` 9 Sth 0.60 in EntecRunpff lieducthm'Vol;9Sth'Percentile=0 60 in x`Area x C) Urr 1�011' ft' 11-Detention:}lppipved Discljarge-Rate to Surface Wafersf applicat3le), cfs 13 iVOlUt17e SUmntary Unimproved areas 0.10.0.30 Streets Surface Storage,Pond ft Asphalt 0.95 WQ,Pond Foeebay V i 116; Concrete 0.95 Primary SfeaUnentjstorage.8asin z' V 1046 ft" Brick 0.95 lots Subsurface�storage Gravel 0.75 Volume�With 15%"Sediment Factor V 1;337' it' Fields:sandy soil soil Type Slope A B C 0 Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 O. Steep:>6'k 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/13/2017,1:29 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. t s6 u iCdicliiatePost_DeGefo` entFloaus for re'develo mentflows,increasenumberofstoragefacilitestoTereateneWtah);, �.:,�_, ,�- , ,. ., "`� - 'I User input in yellow cells. 1 Project Name PD No.1-B-1 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 2S Click to Show More Subbasins ❑ '... Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,848 4,146 20,356 Acres 0.88 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn)j/A Weighted Avg 0.73 i 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 Ffic _=�:_] 10 Min. ——�� Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business _- ( Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family oss•o.so r Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) o:zs•o.ao z.,Segii,eni 1 P,ipe`EOW _ _ _ Apartment Dwelling Areas 0.70 Apartment -- Industrial and Commercial M d Light areas 0.80 _.. - w Heavy areas 0.90 Segnien[_2�Gutter;Shallovr�onceptFatel Flow Parks,cemeteries o.10-oas b 0 004 0 619 332 13 4 3 Playgrounds 0.20.0.35 - Railroad yard areas 0.20-0.40 Segment3 Overland`Sheet-EW EIVTR55,k300.ft_. , c z 0.020 58 0.150 5.6 %10 3 ti Computed Tc=1 14.7 User-Entered Tc=F 14:7 �8'Deterniine Eheaverage ramfaihiritens(ty(i)from 10F`Cuwe based on 3.85,E irf hr--; y';CaIcuIZ3Ye.the Post=Development%peakil)scharge(ClP.eak) C �,k 1;18: cis 10'Calculaetotal runoff-vol(V)(forstzR)g pritarystord"ge) Y: 1;586 ; V G(Tc:60)Ax3600= 11�Calculate Volume of Runoff Reduction Urr Enter P,ercentlie Storm I�(95th_parcentlle,`0 601n) ' ,- 95th 0.60-In 11 -Enter,Runoff%R,ediiction Vol(96th Percentile Op-in x Q r6a x,C) Vrr 1379 R' 12:Detention:Approved�Discharge�Rate to'Surface USaters(iF applicable) ', cis r 13'VOIUine 56ipnidry, Unimproved areas 0.10-0.30 Streets Sul face SEorage Pond Asphalto.9s WQPondForebay" V 159�" it' Concrete 0.95 _.., y 1;428 t ft' Brick 0.95 Pnmdry Treatment/Storage Ban, �.;...� ...; - Roofs 0.95 .Substi4ace Storage Gravel 0.75 Volume.With lSlSedlnleiit-Fdetoi'. V1;8.24 Fields:Sandy soil SoilType Slope A B C D Flat;0-2i6 0.04 0.07 C 0. Average:2-6% 0.09 0.12 Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27.16.xlsm 6/13/2017,1:30 PM Version 8.8,June 2016 With New iDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e c a to a e o e tCaCc�y�te Post gev�loipmen" �lows{for pre=develop nt ft ws,�crease,numbeT afof st_rage facilities to�cYeat dew tab), _ __ `� ' `� _..,. _ '3 User input in yellow cells. 1 Project Name PD No.1-B-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,482 3,738 21,799 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 16 Min. Estimated Runoff Coefficients for Various Surfan min of Surface Runoff Coefficients t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Single Family 0.35.0.50 Pipe Size Intercept A/Wet Velocity V Flow Time Multi-family 0.60•0.75 ID (m) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segment 1 iP,3pe*F,�OW v°`,�.�.- '„_ - —' •- i Apartment Dwelling Areas 0.70 I a Industrial and Commercial .5 Light areas 0.80 Heavy areas 0.90 Segment2 G�itteihallow.Ciijicenttateii�Flow _ _-,z - r x�-f Parks,Cemeteries o.zo-o.zs I 6 0,004 0.619 332 .,, 1:3 4.3 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 `Segfnerif3,OveflandSheet:flow,ByTR?SS,kt30Dft _ '� c _" 0.020 58'r 0:150 5.6 10.3 y Computed Tc= 14.7 User-Entered Tc 8Determine-ahe average rainfall inkenslty;(i)`fromJDF'Gurve bas :85 7n hr 9.Calculate fhe Post-Ogvelopmarit peak,;discharge(QPeak) L4,ik -1-09 icfs tpl SO;Calculate tat alrunoffv (y)(forslzmgprimarystorage} y V 1459,.; ft3 l,(Tc=60)Ax36Q0; 1S'Calculate Volume ofiku4off,Redu'ctlon Vrr " Enter•P,ercentile SCo[n I(95th;percentil'e=060 m)• 95th 0 60 in Enter Retlucffon Vol.(95fh:Rercentile=0 6U-Tn'X Area x C).,' Yir1;2fi9 ft' 12Detention:Approved`bischarge;ftateto Suifiace wait ers.(If applical F — i Unimproved areas 0.10-0.30 13 VolUrrieSuinmary, " Streets SurfaceStorage:Pond . Asphalt 0.95 ' WQ'PonB FoYebay! V' 146's ft' Concrete 0.95 Primary Treatment/Storage,.BaSin V'%"` 1,313 ft' Brick o.95 - ., .. . ROoh 0.95 SUbsurfaceStorage Gravel 0.75 — VolUmE Whh 15%Sediment Factor' V, 1;678 ft' Fields:Sandy soil Soil Type Slope T.040.07 C 0 Flat:O.2"h 0.11 0. Average:2-6% 0.15 O. Steep:>6% 0,23 0. Adapted from ASCE — P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xlsm 6/13/2017,1:30 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. �calculatesPostDevelo"rnelitFlows for�reiievelopmentflows_,=f�ncreasenutetberofstoragefacillffe ocreatenewtab), .- -- 'i User input in yellow cells. 1 Project Name PD No.1-B-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin 5ubbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,712 1,913 13,323 Acres 0.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 10 r•Im. Estimated Runoff Coefficients for Various Surface min Type of Surface — _ Runoff Coefficients"( Business — — Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential i Single Family 0.35.0.50 Pipe Size Intercept A/Wet Velocity V Flow Time Multi-family 0.60-0.75 [ ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(ruraQ 0.25.0.40 SegrRent.1 Plpei)'��W,.., , .,�6 ,r: a-.� Apartment Dwelling Areas OJO j Industrial and Commercial a light areas 0.80 Heavy areas 0.90 „Sggmel 2 GUttBf;S,fta�(Dw,CO_nCetlt[a1:,E�AF,IOW., f _ �• Parks,Cemeteries 0,10-0.25 b 0.005 0.619 165 1'4 1 20 Playgrounds 0.20.035 7 Railroad yard areas 0.20.0.40 Segment3 O,veriand,Sheet^FlowiByTR55 c 0.020 65 omo ' S.7 113 Computed Tc= 13.4 User-Entered Tc= 13;4 8iDeterrnine'theave"rageralnfallintensjty,(i)�froliiIDF�(�rve�bas"edon i 1.8s3 in/hr �t +y CalculatethePost;De``velapment+�p charge{gP.eak)' beak 0�59, cfs 10CaIculate total rynoffvol,{U)(fotYslzing pnritary storage) �! it3 V 95th G(T&60)M3600' 11�Calgulate>Volutn e of Runoff ft�ducuon Vrr O 60 in Enter Perc, percentile=,0 60 In EnterRunoff Reduc(ioq Vol(95(h,Percent(Ie-O 60-in x Area x C)" -Vn� 12 Detentlgri:ApQrovetl;Dlscharge Rate to Surface Waters,(ifapplicaiile)- cfs 33''UOItI1neSUmritary Unimproved areas 0.10.0.30 Streets Surface Storagei Pond Asphalt ass WC(Pond Fore6a '- ft . V . '.;80' Concrete 0.95 Primary,,Treyatmeh/5toragg Basin V 718 Eta " Brick 0.95 ., Roofs _ 0.95 -- Subsurface Stofage Gravel aces VO1UrtleiWith 15%Sediment Factor •V 918' .ft Fields:sandy soil Soil type __— Slope A WO.11 Flat:O-296 0,04 Average:2-6f 0.09 Steep:>6% 0.13 Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xism 6/13/2017,1:30 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted, a s iC'dlculataxPost-Devel�ment Flows(far pre�develop5nent flows,'Inorease,nc{mbef'ofs�orage facil"Mies to create neir��a�' - User input in yellow cells. _ 1 Project Name PD No.1-B-4 2 Is area drainage basin map provided? YES (map must be included with stormwatercolculations) 3 Enter Design Storm(100•Yearor25-Year With 100-Year Flood Route) 25 Click to Show MoreSubbaslns ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,406 776 Acres 0.10 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate 61 �J Estimated Runoff Coefficients for Various Surfact min ype of Surface Runoff Coefficients"e I 1.85. �in/fir Business _ 8;Determine ihe:avetage rainfall intensity(I)Irom IDFfCurvg based,on Downtown areas 0.70•0.95 ulate'1hg P.6sc-Dev nG ak elopmepe " Scha[ge(Ctp�e k) k ;01?[`f cfs urban neighborhoods 0.50•0.70 y�>Calc Residential Single Family 0.35.0.50 10Calculafetota(funoff�ol(V)(folsizingprimgf�storage} V 189 fta Multi-fama 0.60-0.75 +_ r a 0.25 V Ci(TG 6D�AX6� ,,- �,a " .�� r Apartment Dwelling Areas 0.70 0. 31 Calculate VOIUROff RUOt�n Vrr = ", .ems`"" Industrial and commercial 40 EnterPercentileStorr l i95thtpercentife 0 60 in 95th _ 0 60 in Light areas oso Heavy areas 0.90 Enter Runoff Rec)uc(Ion 110�(95t Percentile 0 60 In x ACea x C) V,r 164 i .k., Parks,Cemeteries 0.10.0.25 12 Detenhor� A proved Discharge Rake to Surface,Wa ers'(if gpphcabte) r Playgrounds 0.20-0.35 �. - ; Railroad yard areas 0.20-0.40 77'� �3,wVOlUmCSUn)fTlarjt , i777 - ' Unimproved areas_ 0.10-0,30 Streets Sufface torage Pond ,. Asphalt 0.95 WCl Portd FarBbay: V 19 Concrete 0.95 Brick 0.95 ' PrJmary-TleatmentJStoragefiaSln V 170 ft�` Roofs 0.95 Subsur�aceStorage " j.� Gravel 0.75 ;. ,v '. VglllrtlCCtlVit�115 rSedlmeti[�Fartcr .•'�' V `217; Fields:Sandy soil Soil Type Slope A B C D Flat:1 0.04 0.07 0.11 G. Average:2-6% 1 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xism 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. t a o - e (Calculate,Post De eioptnent Flows(for pre=tleveloptnent flows�liicrease num6erof sto_'_iage facilities to create new#all}; ��a ,� , User input in yellow cells. 1 Project Name PD No.1-B-5 2 is area drainage basin map provided? YES (map most be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 300-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 5,286 0 22,852 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn)j/A Weighted Avg 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Cain Wte�� min 110 tdin. n Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0. Multi-family 0.60.0.60.0.7575 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0,25-0.40 01 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0,90 Segmenf2 CfutEerShallowConceiatetl Plow__. "' Parrs,Cemeteries o1o•o.zs b ().005 0.619 227 14 2 8 Playgrounds 0.20.035 Railroad yard areas 0.20-0.40 Segment3;OVerla`d,SheetF.lowByTR=55,<306ff ,. c 0.020 4A 0150 53 83 Computed Tc= 111 User-Entered Tc= 11,1 8%Determme the ayerage,rainfall intensity;(1)f(omdDF;`Cutve,based on i 1 85 in/hr, ytCalcUlate`theP,,ost-Development:peak;discharge:(QPedk} - �r,k ,0;89? cfs lO.Calcdlateotaunoff-wol(V)(forslzmg pninarystnrage) ?V' 1 99 fta V CI'(Fc 60)03600 11".Calculate Volum&of Runoff Reduction Vrr-" Enter`P_ercentile Stornj I(95t6 petcentde=.0.60 in 95th 6.60 in Enter RunoffReduction Uol(95th Percentile=,0.60An,x*6 k C) n 1;042" 12 De[entlon:,'ApproJed CIscharge Rate to.S c6 Waters(if applicable) cfs` 33 VOIWrie Sltrnmary Unimproved areas 0.10-0.30 Streets Surf'Ce Storage:;Pond Asphalt 0.95 WQ Pont)Forebay V``" 120 k Concrete 0.95 Primary treatment/Storage Basio V 1,b79 Ft' Brick o.95 Roofs oi5 0.95 Subsufface,Storage= '" Gravel Volmne With 15%Sediment Factor V 1,378 ft' Fields:sandy soil soil Type slope A 8 C 0 Fiat:0-2% 0.04 0,07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>69c 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16.xlsm 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves 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 Engineers 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 accepted. MpCalculafe Post DelSelopment Flows(for pre=development flows�inerease ntmher of storage faci�ties�o create hewtab}, .-. -_ User input in yellow cells: 1 Project Name PD No.1-B-1-B-5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ '... Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 37,734 10,573 78,330 Acres 2.91 6 Determine the Weighted Runoff Coefficient(C) 0195 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)J/A Weighted Avg 1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default SO usercakut to—1� 10 Mtn. Estimated Runoff Coefficients for Various Surface min n — Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 '... Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.60.0 0. -075,75 10 (in) Slope(k/ft) Coeff. Length Manning n Perm (fps) (min) -multi-familyResidential(rural) 0.25.0.40 Segfien 1 Pipe3Fio_W, _�_<,` .�- �--- '' Apartment Dwelling Areas 0.70 a industrial and Commercial ,# - light areas 0.80 s Heavy areas 0.90 „ $CgmB�tj2, GnttC�iSftaliO,W C011CQnti'atOd.FIOW- _ - � Parks,Cemeteries 0.10-0.25 Playgrounds 0.20.0.35 b 1 Railroad yard areas 0,20-0.40 Segme t o Ove ian`d Sheik"E'l W lkSs,<300 c j Computed Tc= 0.0 User-Entered Tc 8-Determine;the average raidfall intensity(i);from IDF -base d on i. 185 i y;CaItWate,tfiePostD`evelopriientpeakiJischarge(C1Peak)..'= Ctgz; g;80 cis 10.:Calcd to a tptal runoit, {V)(forsinrag primary storage] V 5 231 ft�` GI(cT 60)Ax3600�, 11 Calculate Volume of Runoff g6diictionVrr , :EnterPereentje5t'bf (95thpecee0in 0 in Enter Runoff Reductiop Vol(9Sth`Percentile=0 60'In x Area x C) Vrt 4549? ft' 12:Detention:Apprpved%Dlscharge.ftate to Surface Wate`rs'(if applicabje) cfs 13,V6 unie:Siimmary unimproved areas _ 0.10-oso Suliace Stora e,;Pond„' streets ` g Asphalt 0.95 ,=WQP61nd Forebay V `523 .F{' Concrete 0.95 i PnmaryTreatment/StorageBasin V 4708`? ff` Brick 8.95 a Subsur'faceStorag "', Roots 0.95 t Gravel 0.75 Volue With 15%Sediment Factor V 6;016 m . ft' Fields:Sandy soil Soil Type i Slope A 8 C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 Steep:>6% 0.13 0.13 0.23_ 0. j Adapted from ASCE i I`- P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves 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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. a kcalc"a#e Post"D_eVe[o�rtent Fiaws�for re-develo.fn nt flows;ncfease'n mberof storage fac[litles to cfeaEe new'fab`� '^ �"'`° '`� User input in yellow cells. 1 Project Name PD No.1-C-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year flood Route) 25 Click to Show More Stibbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,150 2,102 13,094 Acres 0.47 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 r 10 Min. � Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single family 0.35-0.50 Multi-family 0.60.0.75 ID (in) slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 !I etitl Apartment Dwelling Areas 0.70 SBgrli a Industrial and Commercial w.,. • Light areas 0.80 Heavy areas 0.90 Segmer2t 2 Gutterhatlow:Concentrate)I��low,�.�"` �- = Parks,eemeceries o.lo•o.zs b -` -0.007 0.619 86' 1.6 0.9 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 tiw Segment 3 Overland 5heet,Flow ByTRz55,1300.ft'y, _ r _, �-_.� `' c 0.020 1 65 1 0.150 5.7 11:3 P „ Computed Tc=1 12.2 User-Entered Tc=1 12.2 f om'IDF;Curve.based:olt 1:85( In/ hr - 8;�Determm'eithe averagi!nirifall intensity�(I),r � =y Calculate',the,'Post=Devehipment peak discharge(CtP.eak) 10Calculatetotal urtoffwo((V)(for Jzing twiystorages V 814,; ik3"` 'V,G(Tc 60)Ax360077 11 Calculate Volume of<Runoff Redid on Vrr ' Enter Perentile''Sforrp I(95thypercentile=0 60,Iri)", 95th q BO In Enter RuroffReduction Uoi;(95th�P.efcentile=0t60•in zgreax,C) U -706= ft'' Detenklon7 Approve)=Discharge RatB to-Surface'Wate[.(if applicable) :13-VolumeStimmAry Unimproved areas 010-030 - Streets Surface Storage Pond Asphalt 0.95 ft° ( ,WQ'P.old Fore hay u 81: Concrete 0.95 PrinlaryTreatirient/StorageBasul V �732; Brick 0.95 .... _Roofs 095 SubSoriace-Storage - Gravel 0.75 .; .VolumeWith 1S%Sediment Factor V 936 .ft Fields:Sandy soil Soil Type Slope A 8 C D Flat:0.27. 0.04 0,07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xism 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order lobe accepted. 0 0 rs' �---..^�. ,us- o= � ^x ,. „-,-.:.� -�.t�i� , r^• s�xz- er. -,.,_,.� >..r .'a- � '=��*`�` � Via,3 I4Cralculate Prot Development FloYrs(foY pre=Development flows, ncreasQ number of sf"or_age facJllites to creafe nevi takj User input in yellow cells, 1 Project Name PD No.1-C-2 2 Is area drainage basin map provided? YES (map must be Included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,524 1,842 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(ClxAl)+(C2xA2)+(CnxAn)J/A Weighted Avg 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User calculate �o� Estimated Runoff Coefficients for Various Surface min Type of Surface__ Runoff Coefficients"( Business B,betermine the aJerage ea"infaU i tensity(i)from IDF'Curve;baseil on. i 1. 1;85' In/hr Downtown areas o.7o-o.9s 9,Caiculate thea e cis oso•o.70Posd Residential a Single Family 0.35.0.50 10 CalcLila#etofafruno{f+ro[i{V),(#orslzingpntnarysfolage) V 320 ft Multi-family 0.60•0.75 Residential(rural) 0,25 V Ci t7c 60 Ax360D 0.40 ' Apartment Dwelling Areas 0.70 11 CaICUfate.VOlUnle oiunof?dUCEIOnYrr - industrial and commercial Ente>PercentiieStorm JJ{95t1i pefcentlle p 60Tnj r 95th 0 60 in - Light areas 0.80 € _ a areas 0.90 i Enter`Runoff Reducton Yol(95th Pelcentde 0 60 inx Areulx Qj.�.. - Vrr 269 ft Heavy Parks,Cemeteries 0.10-0.25 2 Det neon Applovetl Discharge hate to Surface Wafers(ifappkcabie) cis Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 3 UoiuilieSunlmaY Unimproved areas 0.1 Streets Stir#ace Storage fond Asphalt 0.95 Of W4Pogd Forebay V ft Concrete 31 0.95 Brick 0.95 RnmaryTireatntenf/StorageBasin U 279 ft3 Ro fs 0.95 511bSUr�'d0e,$tOtdge � s°� Gravel 0.75 UD1ulneAWlth 25%Sadimenf,Factor V 356` ff' ; Fields:sandy soil soil Type - Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2.69; 0.09 0.12 0.15 0. Steep:>690 0.33 0.38 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16.xlsm 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method NOTE:This works heet 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 accepted. B o a o (Calculate Post Deveioptpe trt F(ows{for pre_developnigntflows?increase`numbet of storage faciiittes to create newta6) "�..;.: _ . .. :- x:= ��' :`` User input in yellow cells. 1 Project Name PD No.1-C-3 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,800 0 28,743 Acres 0.82 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 10 run. Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) _ Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Segmentl.-E?i Industrial and Commercial i.ight areas 0.90 9 Heavy areas 0.90 Seg(neot2 Gutker`Shallow'ConcentratediF.iow Parrs,Cemeteries 010•0.25 b um 0.619 242 1;3 3.0 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 Segmetit8 Overiaitl5heet�low�ByTR55,<3,00ftr = i W ww c' _:0.020 44 0.150 s,3 8.3 Computed Tc= 11.3 User-Entered Tc= 11.3 8 iDetermirie the,average rainfalhintenslty#(i)froht IOF Curve based on '<i '. 1.85; in`,hr 'y'CaJculate the Post-OeVelopmentipeakdischarge(C(Peakj ;, C!p`r,1 ;.1 13 cfs 3 ' >10CalculakefotalrAlRoff'Voli(VY(forslzfng'pf[marystor V= 1j516� ft'� W CI'(Tc60)Ax3600 11.Calculate,.Volume of Runoff Reduction Vrr'- EnterP,eicentile Sto'rf»I(95th percentile=;0.60 iaj,, 95th 0,60 in i' EOtefRunoff Reduction VoC(95thiPercentile-0,60ain x-Area x G) Yrr 1318{ -. u °i 12;Deterition'Approve dDiseha[ge date to Surface Waters(tf applica6lej, cfs 13 Volume 5otnmary - unimproved areas o.10.0.30 • - • Streets SurfeCe Storage:Pond , Asphalt 0.95 Vtt Pond Forebay` " V" 52 ft concrete 0.95 P.rintary TreatrnenFJStorage.B�sfnV 736A," ft' Brick 0.95 • "` 7 Roofs 0.95 Subsurface Storage • ' >'' Gravel -- -�� 0.75 --- Volume With 15%Sediment(actor,,, V' 1743, Fields:Sandy soil Soil Type Slope A K D Flat:O-zV. 0.04 .11 0. Average:2.6ei� 0.09 .15 0.Steep:>6% 0.13 .23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16.xlsm 6/13/2017,1:31 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order lobe accepted. a r c tCaleulate Post peve(opinent�Fiows(for pre-devefo[�frent flov��ncrease tt)mber of stot-age facilities to create new tad) "'` � �� User input in yellow cells. 1 Project Name PD No.1-C-1-C-3 2 is area drainage basin map provided? YES (mop must be included with stormwotercolculotions) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,474 3,944 41,837 Acres 1.45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 Fl 1-ra",htp 10 Min. _ Estimated Runoff Coefficients for Various Surface min L Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. length Manning n Perm (fps) (min) a sident Multi-famIlyrurali 0.25.0.40 :z j SCgrt}ef)tl:Pi eFlow D Apartment Dwelling Areas 0.70 d - Industrial and Commercial Light areas 0.80 ' Heavy areas 0.90 Segrilent2�iufterbhailovrconc_entratettllow _- Parks,cemeteries oso-ozs b 0.619 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 i ,_ V; ,Segtnentm3 OVerland�Sheet�"Flo}fiiB�TR=55, 300ff . Computed Tc= 0.0 User-Entered Tc= 12.2 8,,Determine the,average rainfalhintenslty(i)from IDF Ci rve-based on" i 1:85 in hr y Galculate;the Post-Developmenfipeak=discharge;(QP,eak) " , _ Qosak 1:9,7 cfs" 10-Calculate,total runo�fvob(U)(fob stztng prirnarystorage) V- 2G39 V Ci(Tc=60jAx3600 11 Calculate Volume of Runoff Rec(uctton Urr Ent6rPereentileStorm l,(95th perceFltile,i0:60)n)" + 95th 0.60'in" Enter Ftunoff}Reduction V'oi-(95th=Percentile 0 601m7c Area x;C)"-; Vrr 2295 � 12 Detention Approved,pischarge,Rate to'Surface Wa"ters(if applicable)" xfs:, 13 Vol time Summary' Unimproved areas 6.10-0.30 Surface Storage:Pond Asp ehalt 0.95 } 4VQ Poud Forebay, V" 264! ft Concrete 0.95 PniiiryTreatnierif/Storage":Basin" V' 2$75; Ft'" Brick 0.95 Roots Subsurface" 0 Storage Story g Gravel - --.75 Volutite With 15°Y.Sedinteiit Factor " 'V 3y035- ft° Fields:Sandy soil Soil Type Slope A 810 C D Flat:0.2% 0.04 0.07 0.11 0. Average:2.6� 0.09 0.12 0.15 0. Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CAICS_6-27.16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. t D o (tafculatg t Deyeloptnent Flaws{(or pre deU"elopmegt flows,in_crease,n�mber ofsta'iage fad_hties to create nevffaG);=_ User input in yellow cells. 1 Project Name PD No.1-D-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to-Show More Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 5ubbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,119 13,757 25,500 Acres 1.13 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 10 Min. Estimated Runoff Coefficients for Various Surfau min v! -- Type of Surface_ Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single gamily 0. Multi-family 0.60-0. n 60.0.75 75 ID (in) Slope(ft/ft) Coeff. Length Manning Perm (fps) (min) Residential(rural) 0.25-0.40 Segnne 1 Pipe?Flo_W "..:"` Apartment Dwelling Areas 0.70 }d Industrial and Commercial Light areas 0.80 -' Heavy areas 0.90 ", Segments GuttesShallWICoocentratedGlow, ,-; �x._, .•` - Parks,Cemeteries 0.10.0.25 b 0.006 0.619 153 1.6 1,6. Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 i7 3 egment'3 OverlandSheetiFiowB,yTR=55,<3,00ft`,r _ c " ' 0.020 116 0,150 6.4 18.0 Computed Tc= 19.6 User-Entered Tc= 19.6 B;Deterfninethe averagg�faitifall in'tef7sity O fr'onrfDF.'Cuiye baseil.on e tte st-D r;< 156`i in hr:' y;Calciilat `P..oevelopmehGpeak d(scha�ge`(QPeak) as 3 10�(;a)cyiatetotalrurioffvol(V)(forsizingOnni�tystotagd)E V 164b"; ft V Ci(Tc;60)Ax3600 11"'Calculate Volume.of.Runoff Reduction, IT Enter('ercentile Storm_�L(95th peicenhle '0 60 iri) ,, 45th' 0.60.in °Enter Runoff RBduction VoI'(95th Percerttile�0,60-imx Area x G)` urr' 1>430` Ft' ' 12"Deten[i0n:'Appinved"Discharge.Rate to Surface•Waters,(if applicable) cfs Unimproved areas 0.10.0.30 _ 13'Volume Summary Surface Storage-,Pond' streets Asphalt 0,95 I W4p6nd Forebay, V 164'." ft Concrete 0.95 Prinla'ryTreatmentjStorage Basin V1,Q80 ft., Brick oss Subsurface 5 orage- Roofs 0.95 t ,'"�. .� - - Gravel 0.75 VolLime.With 15%Sedim"ent Factor V 1,991 Ft° Fields:Sandy soil Soil Type Slope A B C D Flat:0-211 0.04 0.07 0.11 O. Average:2-6`5/ 0.09 0.12 0.15 0. Steep:>65; 0.13 0.18 0.23 O_ Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. a a o iCalculate Past Deve(opm ne�FI s(for pre=d_evelo�ment flows,increase number of storage facilities to create new tali)t ', '- User input in yellow cells. 1 Project Name PD No.1-D•2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to show more subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,927 1,985 10,610 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min ItO Min. � Estimated Runoff Coefficients for Various Surface �! Type of Surface Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0. Multifamily 0.60-0.60-0.7575 10 (in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25.0.40 >;{SeginenYl Fi Plpe Ow '=f Apartment Dwelling Areas OJO aIndustrial and Commercial Light areas 0.80 Heavy areas 0.90 ' 5egmen[2 Gutten5hallow,Concentrate`difiow r Parks,Cemeteries 010,0a5 b . _ .;.. 0.006 0.619 242 „.w_ a 1.6 2.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 r Segment3 OyerlartlsheetNow c OA20 57 0.150 5.6 10,2 Computed Tc= 12,7 User-Entered Tc= 12.7 DetermiaeYhe:averageraidfailirdensity'(i}'frbm'IDF.Cuwe.ba`sed,on, -1186 in'/hr y Calculafe'"thePost=Development peak discfiafge'(QPeak) <at :0;;56 cis ' 10 Ca(cu)ate ta`,tal ryngffxol(V)(forsizing primarystarage}`, V -; 756 U CI(Tc:fi0)Ax3600 11CBlculate`Vblume of;Runoff(teduction Vfr =" (, Enter Percentile Storm=I(99ih percentde 95th = 0,60 in Enter;Runoff�Rgduction Vol(95th,ptecentile=0 601n x Area x,C) Urr 6517 ft° c' 12 Detention:Approved Discharge Rate to'Surface VJaters'(f,applicatile) ,r cfs `13 d161ume5uinnlary Unimproved areas 0.10-0.30 Streets 'Surface Storage:Po'nd- Asphalt 0.95 WCEP,ontl Fore ay 76, ft' concrete 0.95 Primaryj`re�tment/Sto(ageBas' `- V �, :=680. Ft' Brick 0.95 _Roofs 0.95 Substirface Storage- ravel 0.75 Volume WiEh 15t Sediment Factor V ' 869 ft' Fields.Sandy soil Soil Type Slope aAB CT5O. Flat:0.2% 0.Average;2.6% O.Steep:>6'S' 0.Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New]OF Curves ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This works he et 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 accepted. G e• O i`Calculate Post DeGe pin n�Flows(fpr pre=d_evelopinent flows,increase nGmber of s_to_rage fadilkes#o creatg,new'tab)< `' a User input in yellow cells. 1 Project Name PD No. 1-D-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 S 6 7 8 9 30 S Area of Drainage Subbasin(SF or Acres) SF 6,764 0 16,300 Acres 0.53 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.77 7 Calculate Overland Flow Time Of Concentration in Minutes(Tc)or use default 10 ulate- JJ 10 min. Estimated Runoff Coefficients for Various Surface min ! Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Single Family 0.35-0.50 Pipe Size Intercept A/Wet Velocity V Flow Time Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 v t Segmetltl PipBiFfOW _..,-' a-, Apartment Dwelling Areas 0.70 industrial and Commercial a a 7, Light areas 0.80 Heavy0.90Seginenl:1 Gutter hallow Concentia[e`-ii Flow Parks,Cemeteries o.1a•o.zs b 0.005 0.619 215 15 2,4 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 Segment3 Oveiiarjtl5heet-FlowIByTR56 <300A s = c .; 0.020 .. .- ..- q3 0.150 5.3 8.1 - Computed Tc= 10.6 User-Entered Tc= 10.6 rmire -average n nkit,,(i)hfarorge'`(D4KPeaukr)v-e base don �J a1;85;; in ir 8fDete yCule e0osDevelopnpaca tm 'disc " oaf 0:,6•a ifs 10 La)culate total runoffuoi{V)(fdizsizmg primary toragej V 1017' Ft , ;V G(Tc=60)Ax3600 I i �.11 GalctilateVolUme,of Runoff Reduction Vrr i EnterPercentde,,Storir't l,(95th pe•FCeAtI&--0:60 in) 45th 0.60 in Enter,Runoff�Reduction Vbl(95th Percentile'=0.60-in x'Area z C) Vn;' ft' �2�Dete CIS I3�Vohime SOmntary Streets Unimproved areas 010.0.30 ' Surfacii'Storage:Pond ? Asphalt 0.95 WCt Fond Forebity V 102 ft, concrete 0.95 - r ft' Brick 0.95 Prfmary;7reatment/Storage,8as)n V 915: ' Roofs 0.95 :5Ub5UffaC2 StPl'•age, s Gravel 0.75 Volurne�With 15%Sediment Factor V= 1,170: ' Fields:Sandy soil Soil Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>65'c 0.13 0.18 0.23 0- Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xism 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. (ta7culate Post"Develapment�Flows(for pre=devetopmentflows;inc�ease,nufnber of`s_to_rage facl)fk)es to create newtaGj "`� '" User input in yellow cells. 1 Project Name PD No.1-D-1-D-3 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 22,810 15,742 52,410 Acres 2.09 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 ylwrcakulat -l� min I10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( j Business ..- _ ..._. Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 ? Radius Flow Residential I Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50Multl•family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 4 Apartment Dwelling Areas 0.70 Segment).P,IpeaFlow. a - Industrial and Commercial y,z .,.....? ., "<i Light areas 0.80 - Heavy areas 0.90 ._ . Seg'ment,2�utteusNallow.Conceotfated Flow- " � _• " : Parks,cemeteries o.lo•o.zs ?I b :_ ' Playgrounds 0.20-0.35 - - Railroad yard areas 0.20.0.40 sewii ents�,6 a tan8 SheeYFlow,B,yTR,55,C30D,ft , x Computed Tc 0:0 User-Entered Tc= 19.6 8�Dete�mige�the'average_.rainfall lhtensity(i)from IDF C6r±4e based-ott `i �1i56 in.hr- y'Gaicdla'te%he Post=Development peak:discharge(CiPeak�"; " Rpegk "�2;15`�` cfs ' S0:=Cafctllafe:fotal runof.uoli(U)(forslzmg primary storage} V, 3418" ft3 =V Cl(Tc=60)Ax36001, 11'Cafculate�VolumeofiRunoffReductsonzVrr . Enter Percentile Storm L(95th percentile=0 60 in) 95th O.fiO in Enter"Runoff,Reiluction'VoP(95th•Percentile 0:60-,m x.Area x C) Un 1 DDetentiofi:App`rovetl Di`sctiarge Rate to Surface Waters(if applicable) cfs 13 Volome Summary, Unimproved areas 0.10-0.30 Surtreets face Stol age:Pond , Asphalt 0.95 WQPooB Fore bay U. -342 concrete 0.95 ft ? torage Prfmary.(re�tnleRf/S BasPn Jrt Brick Q•9s Roots Subsurface Storage Gravel 0.75 ' fts Volume With 15%Sediment Factor, - V. 3 930., j Fields:Sandy soil Soil Type Slope A B C D Flat:0.2Y 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0- Steep:>6'l0 _ 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27.16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. IBMs a scaficulate Post Aeitpment Flaws(forprgdevelopt»ent flows,tncfease number of sta_iage3acflites to create new tatijj User input in yellow cells. 1 Project Name PD No.1-E-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 6,264 2,546 15,966 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 6((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 'Al min 10 Min. r J Estimated Runoff Coefficients for Various Surfact Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family o.35-0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Seg6 1 IPipe F,IOW_ ,. _-"Y.,-3 Apartment Dwelling Areas 0.70 �` a �- -"� - Industrial and Commercial V Light areas O.Bo a,:as 0.90 Segm`en 2 It Parks,Parks,Cemeteries ea0-0.25 b 0.004` 0.619 143 „7,�, -, ,. lt3 18 Playgrounds 0.20-0.35 a 2 r Railroad yard areas 0.20.0.40 Segrrierif 3 rOtreriand Shee-Flow B.yTR<55,<300 ft`" . rC 0.020 65 0.150 _ SJ 11c3 Computed Tc= 13.1 User-Entered Tc= 13.1 i $�Oetermirie the averag2 rainfall inEensity,(i)froin4DF-,Curve based on 1""- i 85 i in/hr. " y:Calcnlate,thost-Development peak discharge;(ClP,eak) '" 4e�ak 0 7,4 cis E ry10,'.Calcti6646tai runW,l(V)(forsizing primary storage)-," V` 99i Fta ` Ct(T.06d)Ax360d 11 Caffulate-Volume dfAunoff�Reduction;Vrr 'Enter;Percdnfile"Stornl,L(95th;percentile=0.60 in}"° 95th. ;0.60;in Enter Ru"nuff Reduction,Vol(95th=Percentile=0:60-fn k=A`rea x C) Vrr=' 662` R' 12 Detention`:Approved DischargeRate to Surface Waters(lfapplicable) c6 " 13 VOIUme Summary Unimproved areas 0.10.0.30 .Surface Stoma ei Pond' streets g - d"` Asphalt 0.95 K VJQ Pond Forebay V 99 ft concrete 0.95 € Primary Treatment/Storage Basin " V 89T ft' Brick 0.95 ({ Subsurfce'Stoa rage Roots 0.95 "` ' Gravel-- 0.75�- I, 'VO1urne With 15%Sediment Factor V ;1,140. �� Fields:Sandy soil Soil Type €' - - Slope A 8 C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE i- P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s a a o =w�alculate E)st Dei�e�opment Flovls(for pYe-'deveioprrient fiows;ircrease�n�fnb i of storage.facil�ies to create new�tab) User input in yellow cells. 1 Project Name PD No.1-E•2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or25-Year With 100-Year Flood Route) 25 click to Show MoreSubbaslns ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 5,681 2,846 1,623 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 user Calculate .l 110 Min, Estimated Runoff Coefficients for Various Surface min 1 0; Type of Surface Runoff Coefficients"t - Business �8,D'etemii the averagg famf6il,Intensity(i).ftom IDF Cuwe based on; t 1 85;' in/hr Downtown areas o.70.0,95 y,faicalatetfie Post-DeJe[opmerit peakdischarge,(QPeak) Ct�k p-z9 cfs urban neighborhoods oso-o.70 Residential Single Family 0.35-0.50 lOCalcu(atetotalrutoff l ,(for3lzmgpttmarystofage) V:- 3$3 ft3 multifamily 0.60-0.75 (TC 6D)A7C860Q '' Residential(rural) 0.25-0.40 11 t- cuiate Volume o�f Runo�ductian Vrr Apartment Dwe areas 0.70 uing [ram- Industrial and Commercial Enter PerceilfUe StorrnJ 9stta percentile ¢60 in} 95th 0 60 In Light areas 0.80 Enter Runoff Reductloh V01(95th Percentile=0 60 m x Rrea x G} Vrr� 333 ft Heavy areas 0.90 . .. - Parks,Cemeteries 0.10-0.25 P 12 DetenhoFl (tpproved Discharge Rate to Surface Water{_(rf appiicabie) cis Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 y, 3\/olUmeSUf11ma1� Unimproved areas 0.10.0.30 Strelets SutfaceStoGage Pond fk� As arc 0.95 WCtPondFolebi Concrete 0.95 Pnmary rreatment/Storage„B asm = U: 345 ff# Brick 0.95 Roofs 0.95 Stl6surfaee,Storage s-: Gravel 0.75 =, - ec6ment,Eactor -> V .;44� F'ems. Typesanilyou SofVolumWlthlS%$ Slope A B C D Flat:0.2Yo 0.04 0.07 0.11 0. Average:2-695 0.09 0.12 0.15 0. Steep:>645 0.13 0.18 0.23 0. Adapted from ASCE I i I E i E S i i i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xlsm 6/13/2017,1:32 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order toile accepted. b 8 $ RMotown e Galcujae FosY DevelopmeWlN ows,(for,p a development flows ncrease'nu_`mber ofsto'rage facilties'to crea_tp newaal) :- User input in yellow cells. 1 Project Name PD No.1-E•3 2 is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 2S-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,030 19,908 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate I� to hiin. Estimated Runoff Coefficients for Various Surfact min i ICI Type of Surface Runoff Coefficients"t Business 8 Determinesthe average3rainfal6iritensity.(i)�froni IDF!Curye'basetl on i 185; in/h`r, Downtown areas o.70-0.95 y Calculate the Post-Ogvelopmentpeakdischarge:(QPeak). Ct¢�;i, 0,79, cis urban neighborhoods 0s0•0.70 Residential Ingle Family 0.35 10Ca1¢ulatetotalruhoffvol U)(forslzingpritnarystoragel V 1067 ft' Multi-family 0.60-o75 V CI(TC 6D) x360D Residential rural 0.25-0.40 .--7- - 'x'`` � Apartment Dwelling Areas 0.70 ' 11 C-alCU�late+VO�ume Of RUnoff REtUGtlOn Vrf = - Industrial and Commercial Enter Percentile Storm l 9Sth rcentlle 0 60 fn) 95th 0 60 to tight areas 0.80 Enter RunOffReduytlon V0I(9�percentHe 0 60 m x Area x C) `?rr928 ft Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Defenhutt Approved Disc arge Rate to Surface Waters(ff applicable} cis playgrounds 0.20-0.35 r. .S Raliroad yard areas 0.20.0.40 Unimproved areas 0.10.0.30 13 l/olurLte Suntn3ary Surfacstreets e Storage Pond Asphalt0.95 j = WCtPotYtlForQbay, V� v107,,. ft Concrete 0.95 ll Pnma �T aatme0t%Stora e8asin w 960 ft',` Brick 0.95 ! r g - .- Roofs 0.95 € S6bsurfaee5toraga Gravel 0.75 ( Vp(ume�Wikh 1596SethmenfPador U 1 227= ft3 Fields:sandy soil Soil Type Slope A B C D Flat:0-2°'o 0.04 0.07 0.11 0. Average:2.690 0.09 0.12 0.15 0. Steep:>69. 0.13 0.18 0.23 0. Adapted from ASCE s P t 11 P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CAICS_6-27-16.xi5m 6/13/2017,1:33 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Irralculate Post Dayelo)imen€P(oWs_(for pYe-tleyelo�mentfiows-Inerease Horn_Ger'of st_o�age fac)lit�es fo ciea[e fiewtab)< ��' "i User input in yellow cells. 1 Project Name PD No.1-E-1-E-3 2 Is area drainage basin map provided? YES (map must be included with stormwatercolculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,975 4,392 37,497 Acres 1.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xAl)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min to ntin. �.� Estimated Runoff Coefficients for Various Surfact Type of Surface Runoff Coefficients"t Business - Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0,50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35.0.50 p p 0.60-0.75 Multi-family ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and commercial Light areas 0.80 Heavy areas 0.90 ,�SegmehL2 GUttBf-$}1711DW,COtltentr8ted'F(OW,. - _ Parks,Cemeteries 0.10-0.25 b d Playgrounds 0.20-0.35 _ Railroad yard areas 0.20.0.40 ,a Segmenf� OverlandSheefEfow,B,yTRSS,<<300.ft ii" .,._ ci f Computed Tc= 0.0 User-Entered Tc 13.1 8:Determineihe,aGerageTairifall infensity'(i)'from IDF;Gurve based on i' 185.; In'hr`, -17y,Caltulate,fhe PoshDev'elopnJent,p�ak,discha�ge(QPeak) - -Rpr,,k' 1g2 t cis 10"Calculate total runoff�o(V)(for3mng primary storage): V 2,491' ft3 .,-0- '�f GI(Tc 60)Ax3600 ' 11`Calculate vllyme of Runoff Redu_ttlon Vrr` Enter Percentile Stor'rt I(95ihppetcenttle=0:60 inf. 95th 0.60 in„ Enter`-Ru'noff'Reduction Vol,(95th Percentile=0.60-in x°Area.x.C) Vrr.' 2;123 ft' 12 rDetenhon;:Approveii'tilschargefRate to'SuIiface Waters(ff applicable)' afs: Unimproved areas 0.10.0.30 '13 Volume Summary streets Surface Storage:Pondi Asphalt 0.95 WQPondFarebaY :. V 244; ft' Concrete 0.95 - PnmaryTreatment%Storage Basin V 2, 97 ft Brick 0.95 _Roofs _ 0.95_ SubsurfaceStorage , ' Gravel 0.75 Volume with 1S%Sediment Factor V 2;808 ft Fields:Sandy soil soil Type 77 Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6Y 0.13 0.18 0.23 0. Adapted from ASCE i E E { (l l t l i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16.xl5m 6 13 2017,1:33 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. CalculatePostOeGelopmantFiow_s(forpre=deve(opment;iloWs in�reasenumberofsorag'efacllitiesiocreate"nevtab) User input in yellow cells. 1 Project Name PD No.1-F-1 2 Is area drainage basin map provided? YES '.. (map must he included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 25 '... Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 SO '... 5 Area of Drainage Subbasin(SF or Acres) SF 8,136 4,056 8,680 Acres 0.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.68 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 luserCakutale .� min 10 Mtn. Estimated Runoff Coefficients for Various Surfact it Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 '... Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multifamily _ 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 z Sggment%1.P,ipe F,155� Apartment Dwelling Areas 0.70 a industrial and Commercial Light areas 0.80 _ Heavy areas 0.90 �.: Segmeht,Z.GuttecSft:allow"CSnceniratefl`FIQ"w, _ parks,Cemeterms _ 0.10.0.25 b 0.007 0.619 151 1.6 1.5 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0AO _,_�, _�Segment3i0"verlandSheetflowieyrfR,55,,c300_ft :..<; .., . .__ c 0.020 65 0.150 5,7 11.3 i -11 Computed Tc= 12.9 User-Entered Tc= 12.9 �StDeterminetkeaverageralrifaliintettsity(i)`frornlDF,Curvebasedon 1 '"f ".1t85 in/hr ytalculatethe Post-Development peak diicha`rge(QPeak) ' apeak - 0 80 cis 10,Calaulate(okal tunof)vol(V)(foesizirrg pnmerystorage) `- V 81- ft' V CI(Tc fi0)Ax3600 11 4alculateVolume o6Runoff Reduct(on V' .' Enter P'ercetitile Storm I.(95th,perientlle=0,60,m);' 95th .A:60 1n " Enter Rurio ff Recluctlon VaU(95th"Percentile=0.6D-in x Area z.C) vu ids" ft' 12 Detention:Appro'veil0ischarge Rate to3urface Waters(if applicable) efr i i A3,Volume Surri'm ry," Unimproved areas 0.10-0.30 _ surfaee`Storage_Pond streets I Asphalt 0.95 i rAl(}Pond FofebaY, V 8,12 ft' concrete 0.95 " PrimaryTfea'trnept/Storage Basin 729# tt` Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volutne+Nith 15°i�Sediment factor - V '932, It' i - Fields:Sandy soil Soil Type Slope A B C 0 € Fiat:0.2% 0.04 0.07 0.11 0. Average:2-65, 0.09 0.12 0.15 0. steepa6": 0.13 0.18 0.23 0. Adapted from ASCE i E P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:33 PM Version 8.8,tune 2016 With New IDF Curves i t 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. r e hCalcuiate Post DevelopmentPiows(forpre�sleuelopMent flows�increa3e numbe7 of skorage fasil)hes to create neiv`3ab`) � -,�•-„" -� User input in yellow cells. 1 Project Name PD No.1-F-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,867 2,147 0 Acres 0.16 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.69 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate e� min �� 1 Estimated Runoff Coefficients for Various Surfau Type of_Surface Runoff Coefficients"( $'Determinethe-average rainfall frttensrty{i)from IDE Crveba eJoni 1:8,5 =in/h� Business Downtown areas 0.70-0.95 9xCalcWa[e;the Post.Developme-n`t'peakillsChafge,(gP-eakj ss 0:21! cis urban neignhornoods 0,50-0.70 Residential '... Single Family 0.35.0.50 10 CaIcTtJaketotai runoff yo14V){for a izing pnm3rystorge) U; 276 ft3 Multifamily 0.60-0.75 Residential(rural) 0.25.0.40 C Tc ¢0}gx3600 Apartment Dwelling Areas 0.70 11 Ca c ate Volume of Runoff Reduction Vr industrial and Commercial EntersPercnlile StOI{5 oso rn9 finteROnoff Jteductmn Vol(95th,Percende 0 60 in x Area x C) Vrr L40 r ft Heavy areas 0.90 - Parks,Cemeteries 0.10-0.25 12 Detenfian Approved D1Scharge{iota to SUfface Waters(rfapphcab-5 cis m playgrounds o.zo•oss Railroad yard areas 0.20.0.40 13 VOfUme SUntmary Unimproved areas 0.10.0.30 x Streets SUCe S Asphalt 0.95 WCLPond Forebay V. 28; s Concrete o.9s PrantaryTreatment/SjOrage Basin V 248 its Brio 0.95 777 tDra e R fs ass g - - • - !' Gravel 0.75 i V0lurtie- th 159a Sediment FaOtor t1 317; ft Fields:Sandy soil Soil Type Slope fiat:0-2 0 0.04 0.07 0.11 0. • Average:2-6% 0.09 0.12 0.15 0. Steep:>6Y 0.13 0.19 0.23 0. Adapted from ASCE I' i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/13/2017,1:34 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order tote accepted. e s a [Calculate Post Developmen`i Flows(for�preideVe)opm ntflows��ncrease nufnber of sforage`facilifies to create new%taGj ` __ °-'l ` User input In yellow cells. 1 Project Name PD No.1-F-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 S 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 26,067 1,496 0 Acres 0.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.90 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 us—ell, r calculate e 10 httn � Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business 8=Determine the-avefage rainfall irjtensity,(i)•from IDF;Curvebased.on' i 7B5 in%hf Downtown areas 0.70-0.95 9:Galculate:,the Post-Deveioprpent pgak discharge:(QPeak) —.k ;I:06 cfs urban neighborhoods 0.50.0.70 Residential a Single Family 0.35.0.50 10 Calculate total funoff Vol(V)(for'sizing rimerystoragej V 1,421 ft Multi-family o.eo o.7s VCI{lG 60}A-360Q Residential(rural) 0.25-0.40 .?ry N, Apartment Dwelling Areas 0.70 1 C�Culate VolUiile_6 RnOoff RCdUCuOta Vff r _ Industrial and Commercial EJtteM Perc ntile Stortn I(95h percentile 0 601nj 95th 0 60 to Light areas oso Enter Runoff f;ed(ldion Vol(95th PeXcentde 0 60 m x Area x C) Vr. S 235' ft Heavy areas 0.90 - �. Parks,Cemeteries 0.10-0.25 12 Detention Approyed DISC]targe l;pte t0 Surface Waters{If a(tplicablej O(S` Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 13OIUtTIe$tt(t7JYla(y Unimproved areas 0.10-0.30 --y 21 ` Streets Surface Stoiage Pond Asphalt 0.95 WQPOrfd Forebay= V 142: ,` . Concrete 0,95 a rick 0.95 PfmtarXTfeatmentfStarageBslq = V� y1,279 ft ` B ;SUbSUffdGeSt0f8ge .,-, _ Roofs 0.75 Gravel 0. 5 VOfUR1P,With 1S%SedlmettY Fal:tnr V< 3 634 '' Fields:Sandy soil Soil Type Slope A =BC Flat:O-2% 0.04 Average:2-646 0.09 Steep:>69o0.13 i Adapted from ASCE i i i i E (I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/1312017,1:34 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e o ¢ fCaictT(ate'�osk Dev optn;�nL t'Iows`'�for#pre develop_inant flows inciease nurri^1ieT-oi=Y age facilities�o create newtatt} =i User input in yellow cells. 1 Project Name PD No.1-F-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,410 1,594 9,337 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate A min 10 hitn �_�7 Estimated Runoff Coefficients_for Various Surfact Type of Surface Runoff Coefficients"t Business 8'Oeterfninethe"ayerbgeFraigfall,intensi(y"(i)from�IDF•Curve-basad'on i, 1.85, In/hr Downtown areas 0.70.0.95 Calculate;tfie'Post=DeJeiopm ent•pe�k discftarge;(QP,eak}: 4peax, 0;50 cfs Urban neighborhoods 0.50.0.70 Residential Single Family 0.35-0.50 10 Ca}culate total rugoffvof(V)�sizingC)mary storage) U b75 fta Multi-fame 0.60.0.75 Residential(rural) 0.25.0.40 4 Ci(TC 5 }AX360Dr Apartment Dwelling Areas 0.70 :1LLldte VOIUme Of R000ff,JtedClCtiO ,;. , i ". °. ,. " Industrial and Commercial Enter Pereentlle Storm'i(95th p Gentile 0 60 in} 95th ` , '0 60 m < Light areas 0.80 ERtetRUnoff Reddctlolt YoI(951 h{PercenU(B d 60oi0 X Area x G} ? Vrr S87 ft Heavy areas 0.90 12 Detention;Approved DJscharge Rate fo Surface Waters(d applicable} Cf6` Parks,Cemeteries 010.0.25 Playgrounds 0.200.35 ,, - _ , r, r _ .,,,._ -_ Railroad yard areas 0.20.0.40 M f Unimproved areas 0,10-0.30 Surface Storage Pond Streets Asphalt 0.95 - WQPOrdOtPbayr- ,- _-r.,s Concrete 0.95 7� U Pri Mary:TreatmentJStorage.8asm U 607 g ft�= Brick 0.95 Roofs 0.95 Subsurface Storage r s`?_ Gravel 0.75 VO,lume-Wlth,15I Sefimeiit Factt?r: V �j6= ft`; Fields:sandy sae son Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE i I I i 6 i F P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/14/2017,9:05 AM Version 8.8,June 2016 With New IDF Curves AND 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ri o e ttaleuiafe_PostD"evelopttle�t�FlovrstJforprelevelopmentfiowsncreasenumberofstoragefaciiitiesfoeeratenetivtabja' r,,= User input in yellow cells. 1 Project Name PD No.1-F-1-F-4 2 Is area drainage basin map provided? YES (map must be included with stormwater cokulotions) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to show More subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 '.. 5 Area of Drainage Subbasin(SF or Acres) SF 44,480 9,293 18,017 Acres 1.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.78 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 ilk,Q".htg,- =J min to Min. -�� Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 '.. Hydrau Ic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multifamily 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment`1rP,Jpe K2 Apartment Dwelling Areas 0.70 a - Industrial and Commercial Light as 0.80 Heavy areas 0.90 .� SegrnenE"2 Guttei 5hallow.�o icentrated low �' parks,Cemeteries 0.10-0.25 b 0.619 _ Playgrounds 0.20-0.35 9 Railroad yard areas 0.20-0.40 Segment=3 Overland Sheef-F.low 0, TR:55,<300_ft c Computed Tc= �0,0 User-Entered Tc= 12.9 83QetermiheFthe"ayeragerainfallintensity(I):fromlDF.Curvebasell'on I 1r85„ m1tir`-: y Calculate tfie PostaDeveiopmerit;peak`disSha ge(QPeak) 10"Calcuiaigi&lrunoffvol(9, shmgprimarystora e). r V 3,182? ft V G.(Tc=60)Ax3600„ 11:Calculate Volume of Runoff Reduction Vrr Enter PeFcentlle Storm'I(95fh perceptile=0.60 In e 95th 0;60"in EnterRunofRReducticm VoI(95th:P,&cehVIe=0 60-in x.Area x C), r Vn ,2,767 ft' 12 Detention:Approved Discharge"Rote to SurfacedNaters(if applicable) cfs 13 VOIUiIte$UiYimary Unimproved areas 0.10.0.30 sueface Stora e:Pcind! Streetsg 3 ' Asphalt 0.95 WQ Pond Forebay..,� V 318! It- Concrete o.95 Preatment'/$forage 8ash1 , V` rimary T Brick 0.95 3 Roofs o.95 Subsurface Storage Gravel g - - - .,. F Volume With 155n Sediment Factor V'S. 3,659 Its ields:sandy Soi l n Type Slope A B C 0 Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. 5teep:>676 0.13 0.18 0.23 0. Adapted from ASCE i C p€ k [i E i I P:\17-075\Documents\Reports\Storm Drainage\ACHp_SD_CALCS_6-27-16_02.xlsm 6/14/2017,9:05 AM Version 8.8,June 2016 With New IDF Curves I 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. c s to rCaiclate�ost_Deve(op nt!F�ows(ftir pre='develop�ienF flows increase n mbe�fsforage,fadlites to creme newtabjNa" `� '"� 1 User input in yellow cells. 1 Project Name PD No.1-G-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 2S-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,418 3,901 8,831 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0,95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 I-� 10 Min. Estimated Runoff Coefficients for Various Surfacr min Iv Type of Surface Runoff Coefficients"t Business '.. Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential '.. Pipe Size Intercept A/Wet Velocity Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 _:,.y $eg[tiCnt rl Qipe F(01K, _ Apartment Dwelling Areas 0.70 a „ Industrial and Commercial _ Light areas 0.80 Heavy areas 0.90 Segttient 1 GUtte"r'.Shallow Concentr`aferd Flow r, ,-'r,-. Parks,cemeteries 0.10-0.25 �b� „ 0.007 0.619 431 1.7 4.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 a Segment3 Ovetland,5heet`F.(owAfT,R=55,t 3.0,0 ft- a c 0.020 j 56" 0150 5.6 10,1 3 Computed Tc=1 143 User-Entered Tc= 1473 8 Oetermineahe average�rainfali intensity(I)from�IDF Curate based on Jn/hr yCalculate'ftePost=Developptent+peakdi`schage(gPeak).,, „k Oi82';. �cfs 10=Galeulate tots)runoff,+Vol(V)(fonslzlhg prin pryStorage)' V. Y Ci(Tc 60)Ax3600 11 Calculate Volume of Runoff,Reduction Vrr; � '. Enter P.erce'ntileStortn;l(95th:petcentile„0:,60 m)- 95th' 0,60'in Enter.Runoff Reduction Yol'(9,Sth3Percentile=0 60 In XArea x G) V„ '958 l ft' 32:,Detentlonf gppr4�ed Discharge`Rate:toSUrface�4Vaters'(If appahlg .7777 ) cfs 13 Volume Summary Unimproved areas 0.10-030 reets Surface'Stpmge Pond st - .. f[s Asphalt 0.95 WC�P.onii Forgbay V' 110; Concrete 0.95 1991 It Brick 0.95 PnmatyT(eatrnent//Storage.Basrn U, t =. Roofs 0.95 Subsurface Stoiage , Gravel 0.75 ( Volume With 159n Sediment Factor V Y;267; ft Fields:Sandy soil Soil Type k - - — Slope A B C D ( Flat:0-2% 0.04 0.07 0A 0. ((( Average:2-690 0.09 0.12 0.15 0. Steep:>69b 0.13 0.18 0.23 0. Adapted from ASCE l i I' P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16 02.xism 6/13/2017,1:34 PM Version 8.8,June 2016 With New IDF Curves i ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order lobe accepted. e n s e tCa1culat ost Deuelo`pment$Flows'(for pre"developinenYfiows`=Increase"riu'mber of-storage facilities to cre new tali) ,"�_; ] User input in yellow cells. 1 Project Name PD No.1-6-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 18,358 1,195 0 Acres 0,45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 10.90 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 u r,rc_kulate Aj min ---9—, Estimated Runoff Coefficients for Various Surface Ivl Type of Surface Runoff Coefficients"( Business 8?Determine"rthe average rainfall iritensltyr(])'frdm.IDF Curve°based"on i' 1;85,' Downtown areas 0.70.0.95 yaCalculate:theFost-Oevelopmentpeakdisctlarge(QPeak),_ �_pEak 075 :efs, urban neighborhoods 0.50.0.70 Residential 3 Single Family 0.35.0.50 0 Calculate tvtaj rurzo#fool{y (b0rsiziggpr)marystorage) V ti>001 ft Multi-family 0.60-0.75 Residential(rural) 0,25-0.40 V Ct(+TG 60)Ait$60� c - � Apartment Dwelling Areas 0.70 11 CalculateV0lume ofunoff Reductiony/Lr Industrial and commercial Enter Percend]e Storm( ocentile 0 60 in) 95th _0 60 in Light areas oso prfter iiunoffReductton Vol(9Sth Percentile 0 60 in5t Area x C) Vtr 87� ft Heavy areas 0.90 Parks,Cemeteries 0.10.0.25 12 t)etenton Approved Dlschargeate 0.Surface Water$(tfdpp�wable) cts playgrounds 0,20-0.35 ��., •,, ��, ,ram�„-L_„.mow-�__ �2 Railroad yard areas 0.20.0.40 181o14n1teStrmy =" 5 unimproved areas #�1a1 0.10.0.30 = Streets Surface Storage Pontf Asphalt 0.95 WC>Po1id 6ofebay V100 ft Concrete 0.95 PnmacyTteatmenkJSiorage Bsin V901, ft3 Brick o.9s j _ Roofs 0.95 SUbSurfdc@Storage Gravel 0.75 U01UfTle�llfitb 1S% edlmeitt.FattOr = U .1 Fields:Sandy soil Soil Type Slope A B C D Fiat0.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE 6' I 'r P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:34 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. o k a. a st ago f e e lcalculatePostDeSelo menfflows for re°ilevelo mentflows rnireasenumberof t�agefacilifiestocr[newt h) =` User input in yellow cells. 1 Project Name PD No.1-G-1-G-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 31,776 5,096 8,831 Acres 1.05 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0,81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 -l) min 10 win. Estimated Runoff Coefficients for Various Surfact (°I Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0,25.0.40 m,. Segttmerit 1,P,,1pe Flow xz M..... _mow; 4 Apartment oweliing areas 0.70 a „ Industrial and Commercial s - - Light areas 0.80 a r Heavy areas 0.90 vl SegmenY2 GUtt@rSftallOW`Cpf�Cent�tBdsFfOW,.`- a" _ ') Parks,Cemeteries 0.30.0.25 b 0.619 _ ,. -� Playgrounds 0.20•035 Railroadyard areas 0.20-0.40 C _ Segrt�ent3 O,verldndSheet`FIoW I3yTR S5,<3,O,D ft Computed Tc 0.0 User-Entered Tc= 14c3 B'Determirie�the average rainfall infensiry(i);frbin IDS Curve ba`sed.oh i.': x9 :Jn/hr, y.Calcula'te the'Post Development peak rlisctia�ge;(C3P.eak)` i 10 Calculate ot�l rrJnoff voi IV)(Forsmng prrme'ry storage) V ' 2 303 ;V G(Tc_EO)Ak3600, 11`Calculate Vdlume of Runoff Reduction Vrr' Enter Peccetktile stdi(WIh(p5th percentile=0 60 m) 95th 0 60 in Enter Runoff Retluction'VoC(95th''Percentile=0160 m x Area x C)' Vrr` 1;829 ft' 12=Detention:Approyed'Disc(iargeRaketoS,uifaceWatersm(ifapplicable) ' cfs.,= ' I 13 VOlurne StunOtafy Unimproved areas 010-030 Streets Surface'Storage Pond Asphalt ass E 1NCt Popd Fore , V 210 �Ft' c ncrete 0.95 Prig ry TreatmentJStorage Basin V 1893`, ft' Brick ass Roofs _ 0.95 Subsuff ace,Storage ' Gravel 0.75 -- `' VOIUt)te WItlT1.5%Sediment Factor V 2 4i8 ,ftn Fields:Sandy soil Soil type Slope A B C D Flat:0-2% 0.04 0,07 0.11 0. Average:2-6 0 0.09 0.12 0.15 0. Steep:>6'h' 0.13 0.18 0.23 0, Adapted from ASCE I [(E E i I i l I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/13/2017,1:34 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s tGalcu�P so eDevg(o�ment Flows(for pre',developrrient flows,increase number of sEorage facfllEies to are_ate new,,#atj ` "� '� ` == User input in yellow cells. 1 Project Name PD No.1-H-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,492 1,843 11,692 Acres 0.41 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min to Min. � Estimated Runoff Coefficients For Various Surface Type of Surface Runoff Coefficients"t Business -- — Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 '.. Multi-family 0,60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning IT Perm (fps) (min) Residential(rurall 0.25-0.40 Apartment Dwelling Areas 0.70 a - Light areas 0,80 Industrial and Commercial ..:. :;, r -=.' ', t.- ' Heavy areas 0.90 Seg n Ilt2 GUttEfSha)IOW COpCEhtfdt0d,�fOW - Parks,Cemeteries 0.10-0.25 b 0.007 1 0.619 225 1 1.7 2:2 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 t .-A O.D20 64 0:150 5;7 11:2 3 Computed Tc= '13.4 User-Entered Tc= 13.4 8'D'te—rjiine'the average rainfall intensity;(ij from,(DF"Curve.fia'seil on`. ' .i 1185; �in(hr'� y'CalcUlate theP.Os't-DeSe)opment,peak discharge(QPeal4) ��ak 0:54' cfs ; 3 10�Ca)culate total ru1toff=vol(Vj(forslzing pnm storage,] V 721• ft V Cl(Tc 60)Ax3600 ikCalculate Volume of Runoff Reduction j `iEntef Pe(centile Storm»i(95th percentile C.60 h', ; 0,60 in 95th I -Enter Runoff Reduction Uoi l95[h Percentile-=0 60 in x;Area x G) Vr'r 627, ft' Detehtion:Approved pl charge.Rate to Sujface Waters'(if applicable) cfs 13'VO)Ume=SUrOnlary Unimproved areas 0.10.0.30 Surfa'ceStora e.•Pond streets g Asphalt 0.95 WQPond,Forehay r - V: 72,11 ft - Concrete 0.95 Primary`TreatmentjStor'age 8aslp U 649 i Ft' Brick 0.95 SiIbSUrf agedCe Stor ' Roofs 0.95 Gravel 0.75 ,With 15%'Sediment Factor V Volume 829; ' Fields:Sandy soil Soil Type Slope A B C D FIat:0-27. 0.04 0.07 0.11 0. `.� 0.09 0.12 0.15 Average:2-6 0. Steep:>67o 0.13 0.18 0.23 0. Adapted from ASCE i I I' l 6/13/2017,1:34 PM P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm Version 8.8,June 2016 With New IDF Curves f 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s y CalcutatePost Develo ent Plows for r'e develo rttentflows;increasemumber oNstotage`faclities to create newtab) -' User input in yellow cells. 1 Project Name PD No.1-H-2 2 Is area drainage basin map provided? YES (map must be Included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Shad More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 g 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,560 1,774 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate min P` Estimated Runoff Coefficients for Various Surfact Type of Surface _Runoff Coefficients"t �8 Determine 2he.average ramJail=,lrtitensit=i afram�IDkCurve teased on' i t-1.8s,z yin/hr Business Y(]; Downtown areas 0.70-0.95 y�Caiciilate.the Post-t)eveloptrmen pea 6 9E p,ig cfs: urban neighborhoods 0s0-0.70 Residential s_ Single Family 0.35.0.50 d0 Ca cufate total funoff yol{U) forsinngiptlinarstor0ge] Vim_ 2S7 ft ; Multi-fam;ly 0.6o-o.7s CiTC 60)At3600 x Residential(rural) 0.25.0.40 -' - Apartment Dwelling Areas 0.70 GU]ate VQihtne O,(jUROfi Red(1Cfi0�--FL,VIf Industrial and Commercial Enter P re Centiletorm t 95th ercentile 0 60 ip 95th 0 60 in y Light areas 0.80 Enter Runoff Retluctlon f!o(J95tfi('eTcentlJe 0 60 10 x Area X Cj Y r 124 ft Heavy areas 0.90 ,,-. '" -y- "- -`� -r,` ,�-= �✓ Parks,Cemeteries 0.10.0.25 32 belt ntlon.ApprouedOfscltarge$ate to Surface Wakers(if appheable] cfs. Playgrounds 0,20-0.35 Railroad yard areas 0.20.0.40 13"�OmeSummary Unimproved area 0.10.0.30 Surfa�eSLorage Pond streets Asphalt 0.95 WC(Pond Forebay 6, Concrete 0.95 Prlmarj TreatmentfStorage8asin t! 231,4 fit' Brick 0.95 r Roofs 0.95 5ubsurfaceStOrages. N Gravel 0.75 1/0It11Y16 it Fields:Sandy soil Soil Type Slope A 8 C D Flat:0-2% 0.04 0.07 Average:2.6% 0.09 0.12 Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE i k3 I [ES E i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves E 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. t a s a 0 o e1110 iCalculate Post�Deve oprnent Flows(for pre�rlev�lopment flolvs Increase nuimbeYofs�oragefecilities�to create new-fabj_` "`_�-: '� � �' � � , User input in yellow cells. 1 Project Name PD No.1-H-3 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(300-Year or 25-Year With 100-Year Flood Route) 25 Click to Shosv More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 S Area Of Drainage Subbasin(SF or Acres) SF 4,585 0 17,942 Acres 0.52 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of concentration in Minutes(Tc)or use default 10 e j min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential '.. Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 .,d�t,:=�_ Apartment Dwelling Areas 0.70 Industrial and Commercial = Light areas 0.80 Heavy areas 0.90 SegmenC�t-Gutter hallow:Cohcent�ateillFlow Parks,Cemeteries 0ao-0.25 b 0.630 0.619 174� 161 Oil Playgrounds 0.20-0.35 r I Railroad yard areas 0.20.0.40 Segment3„O,ve[IandSheet;Fliw,BTR=SS,�30Qft`T,C _ �; 0.020 90 0150 S2 7.7 ComputedTc- 79 User-Entered Tc= 13.4 8"Deterrgine�the average,[ainfalllntensity(i)from lDF,Curve'based o(t -`i 185' In hr y.Calculate the Post-Develop ment:peak discharge(gPeak) :Ct��ak p_==72 cfs. ,.. U,. 965" ff3 10 Calculate total[unoff iol(V)(for sizir(g primary storage)' i/ G iTc 60)Ax3600 11`Calculate Volume of Runoff Reduction Vrr - Enter Percentile Storm I(95th,pecentile ,Q:60 m) 95th 0 60 m Enter fReucionVo 95t ft,Rno 0 89 12,Detention Approved Discharge fatetoSurface Waters(if applicablej :cfs 77777 Unimproved areas A1,V6l6me Summary - streets Surface Storage.°Pond Asphalt ass ' 4VQPondForebay,x V ' ;96' ft'' concrete 0.95 PrimaryTreattbent�5torage0as'in�,:"> V 868 ft Brick ass 'SubsurfaceStorage Roofs o.9s __ j 3 Gravel 0.75 "Volume With 514Sedinient Factor`` ,` V 1,109' ft Fields:sandy soil sou type • -, Z, Slope A 8 C D Flat:0.296 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>69; 0.13 0.18 0.23 0. ( Adapted from ASCE t t { l P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s e (Calculate Post DevelopmentFi wo s(for pYe ileveloprnentfloncrease number of sloiage fadhties to cre__a[e n tnfati r 111, User input in yellow cells. 1 Project Name PD No.1-H-1-H-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,637 3,617 29,634 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 r —P = min 10 Min. �� Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rurail 0.25.0.40 Segfnentl Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 ' - „.e y Heavy areas 0.90 Sggmen r?GUttef 5hallOW COncenf�ated3E(DW -- -- Parks,Cemeteries 0.20-0.25 �;_. „' 0.619 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 �,SegmenY3 Over[and Sheet'Flow ByTR=55,�3U0 ft` _ Zl- ComputedTc= 0.0 User-Entered Tc= 13.4 ;8;paterminethe averaj;e rainfall itttegsity(i)from IDf�Guve basetl qn i 1:85; (n/hr y�Calgulafe't !cfs� lO:Calculate total runoffvol(V�fo siz(ngtpnmary storage) V` 1;942' fta V Cr(Tc=60)Ax3600- 11;CBIculateIVolUme of Runoff Redtkc8on Vrr ?Enter Percentile Storm I(9Sth percentile=0;60 in)- - 95th "' .0 60 in Enter RunoF Reduction Vol'(95t{ Percentile=0:60-in x,Area,x 6j urr ,`089 3 k, 12-'Detention:Appfoved'DisehafgeaRate to Stirfce Waters;(if appiicatile) cfs- 13 Voltinie SUmnigry- Unimproved areas 0.10-0.30 SarfaceStora a'Pon streets g x .-' Asphalt 0.95 - WQ Pond Forebay t `V, 194', ft Concrete 0.95 PrimaryTreatment)Storage=Qasln" Brick o.9s Roofs _ 0.95 SubsorWe Skorage.._ gavel oas y VOtUme With 15°�;Sedintent FactOi• V .2,234`! ft fields:Sandy soil Soil Type slope A B C D Flat:0-2% 0.04 0.07 Average:2-6% 0.09 0.12 0.15 0. Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE E i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. n 'i_G_alculate£Pos�Dev_elop�nent 6lo�s(for pre`developm`entfilows 1_ncrease number of�ora_ge(acillttes to create newtai) _. User input in yellow cells. 1 Project Name PD No.1-1-1 2 is area drainage basin map provided? YES (map must be included with storrnwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,225 0 9,810 Acres 0.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate wf min � Estimated Runoff Coefficients for Various Surface Type of Surface __ Runoff Coefficients"( in/hr ' Business 8�Deterrnine:the averagg rainfall in 85tensity(i)from IDF Cy vetas6d on i` � ' Downtown areas 0.70•0.95 y=Caiculatethe,Post Developme,,nt pe`kdischarge(Ctf?eak)` P* A159? cis urban nelghborhoods 0s0-0.70 Residential a Single Family 0,35-0.50 10 Calcfilakefgtal Unoff of(V)(fgr �zing pnma(y totage V 729, ft multi-family0.60•0.75 U Ci(c 60Ax3604 Residential(rural) 0,25.0.40 R, Apartment DweliinB Areas OJO 11�a[C0]atZ U0(Ume-.Of RUnOffRedUCti9R err : �` Industrial and Commercial Enter Percent leStor I j95#he7centile 0 60) 95tfi Or80 in light areas 0180 Er)telRunoffReductloni(019Sti Pcenttle Os60inxAreajxC) vrr634 ft Heavy areas 0.90 Parks.Cemeteries 010.0.25 12 Det i �proYed DisO OFF e Ra�oSrfacellaters[I�apphcgble) cfs playgrounds o.zo•o.3s X � Railroad yard areas 0.20.0.40 13 U010tte�21( Unimproved areas Streets SUffaceStorge Pond `£ fty Asphalt ass gWonil -ore V, T3 i concrete 0.95 Brick 0.95 PrimaryTreatmenr/StorageRosin Y, 056 ft u Roofs 0,95 Sdbsutface Stofage _ Gravel 0.75 Vo(iltite�With 15%8edlment faC10f 'V 838{ � Fields:Sandy soil soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>691 0.13 0.18 0,23 0. Adapted from ASCE I i i v t E t E P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order tote accepted. e a [Calculate Post Development Flows(for pre deVelopmentf ows,.tncrease number of storage facilities to creme in User input In yellow cells. - ��- 1 Project Name PD No.1.1-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show tAore Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,168 14,048 26,036 Acres 1.11 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 IMcalcuwre —fa min (10 min. Estimated Runoff Coefficients for Various Surfact Type of Surface_ Runoff Coefficients"t Bu.iness Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet VelocityV Flow Time Single Family 0.35.0.50 Multbfamlly 0.60.0,75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 a - Industrial and Commercial Light areas 0.80 Heavy areas 0.90 SE grrientGutterShalfow Eoncentratcd Plow.,' a_ Parts,cemeteries 0.10•0.25 b 0.010 0.619 214 ,- ._ -' 2.0 18 Playgrounds 0.20•0.35 f - Railroad yard areas 0.20-0.40 z° SegtttenG3yOv__ertandSheet?E(ow c _ 0.020 116 0.150 - 6.4 18i0 ComputedTc= 198 User-EnteredTc= 19.8 8 Determigethe average ramFall in[ensity�(i)ffom IDF Cyrve based on 156, ylCalcuiate;the Post Development peak'dfscha�ge'(QP,eak) Ope;k 098 cfs 10�Caiculate total raga (+( (forsizt,g prim i�ry storage)= U� 1,562 ft� Kitiofi l Sfortr%I th percentile=0601n) 95th 0 60 ,In rcentile=0 60 m x Area x C) �n 1,- - , f- �,gpprovetl Discharge Rate to.Surface Wpters'(if apphcab)e) cfs;. 13 VOIUnte'SUnlmar�,' Unimproved areas 0,10.0.30 " Streets SurfaceStoiage Pond- asphalt 0.95 Ft WQPond Forpi 7 '" .- V ,156_ Concrete 0.95 Pr`ima'ry``[reatinenfIStafage Basin V 1 q06,, ff brick 0.95 Roofs _ 0.95 Subsurface Storage. gavel 0.75 Volume Wlth 1590 Sediment.Factor V 1,796 ft Fields:sandy son soil Type Slope A 8 C D Flat:0-2 0.04 0.07 0.11 0. Average:2-695 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16 02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e s e t ,CaiculateiRost development flows(forpre�debeloprnent flows>r�crease number of storage faciftles to;create nevittab) � = K M�i User input in yellow cells.u _ 1 Project Name PD No.1-1.2 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,711 978 0 Acres 0.11 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0,77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate el min 1�- �Avl Estimated Runoff Coefficients for Various Surfacf I Type of Surface Runoff Coefficients"t 8 DeterrtiI e�the,aye�age.rain",F,al(ir tensi( !:from IDFtdrve basdd on,- i 1,85., ri hr, Business y O, Downtown areas OJO-0.95 .9=I,aICUlate.the�POSt-DevelOpme[itpeakdl5charge=(QPeak) npxaY� t0:15 .CfS Urban neighborhoods 0.50.0.70 j Residential Single Family 0.35-0.50 77, 10CalculateJgtarunoffvoi(U)(fgrslz[ngPCtmarystge) V207 ft3 Multi-family 0s0-0.75 mom -^ ' -- Residential(rural) 0.25-0.40 U CL(Tc 6 �600- r Apartment Dwelling Areas 0.70 11{Ca)cur ace UoI me o Runoff Reduction Urr "� Industrial and Commercial Entef Qefeentlle Storrtt i(95f[i percentile 60 m} 95th 0 60 in Light areas 0.80 Enter Runoff Reduc(ton Voi(85th�Pefcentll 0'60 in z Area>7C) Vrr 180 ff Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention Appfoued�lscharge Rate to Surface Llaters Cif appllcgbfej y cfs Playgrounds 0.20-0.35 I Railroad yardareas 0.20.0.40 13 uOJUlne= nnitXJdry Unimproved areas 0.30•11.30 r Streets SUrfact�5t01age POntf v Asphalt 0.95 WQPondForebay 21_,� ft'."- Concrete o.95 fnmaryTreatment/StorageBsin U 186; ft Brick 0.95 r Roofs 095 subsurface Storage Gravel 0.75 Uolume;Wtth 15%Sedynent,==Factor U 238; '^: Fleids:sandy son soil Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE I i E I l I I i f' l P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:35 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order lobe accepted. e c 0 c I"Calcu)ate_po,'stDevelo menYF(_ws for re°develo-menYfloWs'increase number ofsfora e'fadlihestocreatenet�iteh '-` User input in yellow cells. 1 Project Name PD No.1-1-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,627 0 20,245 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Cak0late —tea] min I to min. �� Estimated Runoff Coefficients for Various Surfaa Type of Surface Runoff Coefficients"( Business Downtown areas 0,70-0.95 Hydraulic Urban neighborhoods 0,50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multl•family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 . ,moo,_-._.' 9Bgm011t1IPlpeir(row_, s. -- c ...� Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Spgmefit2 Gutte hailovi�Concentia ,Flow _ Parks,Cemeteries 0.10-0.25 �, b _=N „ '0.005 0,619 193 1:4 2;4 Playgrounds 0.20-0.35 .�3 Railroad yard areas 0.20-0.40 Segment 3 Overland Sheet<F_ow,BQTR 55 13DD ft c 0 020 54 0.150 5.5 9.8 I Computed Tc= '12.1 User-Entered Tc= 12.1 i 8-Determine the average ralnfaliihtensity'(i)f(om IDF Curve basedion .I _" `1.85 in/lir yiCalculate to Post Development"peakdisc)iarge(QPeak) 'RPexi s 10aCaicte otaliurioff uol(V)(for."sizing prmiary sfOra�e) Vr` 1,p59 it V Cr(Tciz _x3600 11 Calculate 16166u 6ERunoff RedgctI on' Vrr EnterPercentileStorinl(95thpercenhle-�60in) 95th. '0,60 `in, Enter Rurioff Reiluct(on Vol(95fh"Percentile=0 60 in x�Area x G) Yir� �21� ft' 1��Deteotion:=Approved:Discharge Rate io Surface Waterst(If appllcatile) cfs` ..S3�VplumeSUnintary3 Unimproved areas 0.10.0.30 _ Streets ,Surface Storage:Pond o ' Asphalt WQ,PondQ V 1D 0.95lia Prima"ryTreatment/StorageBism V "'953,# k' Brick o.95 Roofs o.9s Subsurface Storage- _ _ ' - Gravel 0.75 VoWme With 15%Sediment iactor V 1,216- ff Fields:Sandy soil Soil Type ,... Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. [. Average:2-6% 0.09 0.12 0.15 0, Steep:>61 0,13 0,18 0.23 0. I Adapted from ASCE t P:\17-075\Documents\Reports\Storm Drain age\ACHD_SD CALCS_6-27-16_02.xism 6/13/2017,1:36PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order lobe accepted. {Calculate Post Development Pl w(for pi'e�developinenk flows incr sae _e tiumbe�_of s,orage fa_cllities`foLLc ate new tab) `� `, -, User input in yellow cells. 1 Project Name PD No.1-1-1-1-3 2 Is area drainage basin map provided? YES (map most be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 16,506 15,026 46,281 Acres 1.79 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 luser Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients N Business Downtown areas 0.70-0.95 '... Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segfhentl Pi peiolow Apartment Dwelling Areas 0.70 a, r Industrial and Commercial '... Light areas 0.80 '... Heavy areas 0.90 Segment,2 Gutte�t`Shallow ConcentiaYed`.Flow„ Y� narks,Cemeteries 0.10-0.25 3. 6 0.619 w .' waygrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3 Oyerlantl Sheet,E(ow ByTR=55,<80D ft` „.,a w x s Computed Tc= 00 } User-Entered Tc= 19.8 "' "$t0etermine tfle average rainfalfintensity(i)`f(om)OFrCt(JVe based on i -,`¢,56 +in"hr".`.., y',Calcu(ate.ihe Post-Devalo yment eak dischar a CiP,eak P Q g-( ) weak 1i78 ;cfs 10;;CNOatetotallun off,vol{U)(forsizmgpnttiarystorage) V; 28z7' ft�.;' U Cl{Tc µ60)Ax3600; 11��CalcUlate Volume;of`Runoff Retluttron Urr ": Enter PercenElle;°5torat 1(95th;peice4tile-A6016) 95th in. ErtterRu offR neductionUol'(95th3Pefcentile�O60in>SAreaxC). Vrr 459� ft� 12Detention:Approveftl=Dlschafge;Rate to Surface Waters(if app�lea)ile) cfs i 13!Nolume 5unlnjary - ' r� Unimproved areas 0.10-0.30 — -Surfaccistorage;Pond Streets Asphalt 0.95 .WQPon l�Forebay` �., . .,; V' 283, t Concrete 0.95 Prlmary�Treatment/Storage 0asin `V 2 545: ft' Brick 0.95 Fools 0.95 Subsurface Storage Gravel 0.75 Volujme�With 1516.Sediment Factdr: V' ,3,251, ft' Fields:Sandy soil soil Type i Slope A B C D E € Fiat;0-29G 0.04 0,07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>69b 0.13 0.18 0.23 0. Adapted from ASCE [ P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16 02.xlsm 6/13/2017,1:36 PM E Version 8.8,June 2016 With New IDF Curves s 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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. ua ea[culaYePostDeve,,lopme�fF�ows(forpre,develo,inentflows mcreasenumberofsto"ra efaciiitiestocreatemewtab ' .'_.._.,.: ,.-.-- �� "'� User input in yellow cells. 1 Project Name PD No.1-K-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 SO 5 Area of Drainage Subbasin(SF or Acres) SF 11,705 7,241 24,093 Acres 0.99 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.67 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 IllP kulate-= ] min 110 Min. �, Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 r,% .X Segiti0ht_1 PlpeiFiovr,:: _.:�. u�_ �..�. ti Apartment Dwelling Areas 0.70 Industrial and Commercial a77, Light areas 0.80 ? Heavy areas 0.90 �-�, Segment��Gutter,ShallowConcentrateihFlow- _ � � �� .� Parks,cemeteries 0.10•0.25 b i 0.604 0.619 145 1;3 1.9 Play rounds 0.20-0.35 Railroad yard areas 0.20.0.40 Segmenf.3,OveriOYd,Sheet F(o}yByTR 56,<300 ft �, c 1):020 116 0;150 _. 6A 18.0 Computed Tc= 19.9 User-Entered Tc= 19.9 8aDeterminethe average rainfall Infenstty(Q from IDF Curye�ba"sed,on i 166.`: in hr y;CalculaE'eeaFie Post?Developmerfpeak-dischafge(QPgak): ; OaeaS 103 cfs lOACdlcuraftital runoff.vol:(U)(for5izmg rimarystofage)= 1,637 ft U Ci(Tr80)Ax3600 r `3 11 Calculate V'olUme of-Runoff Reduct(on Vrr Enter PereenUle Storto L(95th perce0tlle ,0,60 mj 95th 0:60 in ; EnteriRunofflReduction Vol"(95th Pee.c6ntile=0 60 iii wA{ea x C), �tr` 1;474` ft'= 12.getenttbin-' prov2iJ Discharge Rateito Surface Waters if apphcatile) cfs ` 13'VOiuniE•Siimmdry, Unimproved areas 0.10-0.30 Surface Storage:Pond streets j ., ft9 Asphalt 0.95 i WQPond.F,oreha�%' U' 164,: Concrete 0.95 Pripi�ryTreatment/Sto�ageBasin $' Brick 0.95 os _Roofs 0.95 SuurfacgStorage, Gravel 0.75 Volume.With15Yo5gdintenhFactor V 1;883" ft' Fields:sandy soil sourype Slope A B C 0 Flat:O.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE i I P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16_02.xlsm 6/13/2017,1:36 PM Version 8.8,June 2016 With New IDF Curves t 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. �Ga�culate PRst}DeVe�opm„ent4F(ows(for pre developnjent flows_,tncCease.nu,_mber of'storage facllitlesto cre�#e newtab� �,� _ _. ._ �� User input in yellow cells, 1 Project Name PD No.1-K-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100•Year or 25-Year With 100-Year Flood Route) 25 Click to Show more Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,945 1,272 0 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min User calculate Estimated Runoff Coefficients for Various Surfact Type of Surface Runoff Coefficients"t Business — - �.13 termJne the=ayerage raJrifall inte0slty;(i)'from"IDF'Cutve based on > i ;�1,85 Downtown areas 0.70-0.95 y'CalcUlatethg°Post-Development peaktlischarge�(QPeak) rest p25 cfs - urban neighborhoods 0s0-0.70 Residential '.. 3 Single Family 0.35.0.50 10 Calculate tots►runoffvoj(l) ford zing primary storage) V 329 ff multi-family 0.60-0.75 V Ci(TC 60)AX3600 Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 31CUlate VOTUm@ of ttlln0ff RedVrt ,�,'," -.r• Industrial and Commercial "- `En rPercentile St rm 1 95 Jt eratile 0 60 in) 95th 0 60 if1 Light areas 0.80 EnterRUitDff Reduction Uoi(95tfi pereenti(e 0,60 fn3xRrea Vri 286 I ft Heavy areas 0.90 Parks,Cemeteries 0.10.0.25 1i potent n Approved p see arg a to Surface QVaters(if p tr>I c Playgrounds o.zo-o.3s r Railroad yard areas 0.20-0.40 13�/0jUn1e$17n11)lary n _ ' 50-5 Unimproved areas 0.30.0.30 Streets Asphalt 0.95 y WCLPond�otebay s V 33. ff concrete 0.95 PrimaryTreatmerl fStorage8asm V 296 fits Brick 0.95 5Ub5tlrfdee StOrd e r _ Roofs 0. 5 Gravel 0.75 j volume With Mr Fields:F,Bet0( 3Z9- ff Fietds:sandy sou Sol[Type I �, �. ( Slope A 8 C 0 i Flat:0-2% 0.04 0.07 0.11 0. I Average:2-640 0.09 0.12 0.15 0. Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE I E I i j 1 P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:36 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. a a fGalculatepost_DevelopmentFlows(forpredeuelopmentflows,increasenumberofs�o�agefatjlitestocreaY_evhewfabj,� �-, User input in yellow cells. 1 Project Name PD No.1-K-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,809 1,924 7,276 Acres 0.34 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate__—�1 min 10 Min. Estimated Runoff Coefficients for Various Surface o) Type of Surface Runoff Coefficients"( "( Business Downtown areas 0.70.0.95 '.. Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 a - Industrial and Commercial y., .� . Y Light areas 0.80 _ " Heavy areas 0.90 Segment L,3Guttersha116wCtircentratet(Flow Parks,Cemeteries 0.10.0.25 b 0.004 0.619 261 .� 13 3.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 S,egmetiE3?O,,verlandSheebFlow,ByTR55;300ft_ � ,.,-�� yr K.,- 57 0.150 -. 5:6 10.2 . Computed Tc= 116 User-Entered Tc= 13.6 B D'etermine age rainfall int6ftSI' ,(i)froth IDE`Curve°base2l on 85,i In/lit the aver y`C616t to Ehe Post=deQelopmel t peak.dis'tharge(QPeak) apeak p q6; ifs' 10 Calculate total runoffI(Vj(tor slang Prirriaky s#o"rage) v 616'-' ft3 �v cl(rc so►nx3soo-� �r �- ;: I 11- alculatevolum i of,Runoff fil-d lon;Vrr` i Enter PeraentdeSform I(95th peteentlle=-0,60 in 95th, 0:60,in Enter.Runoff Reduction Vol(95fh Perceiltde=0,60 in xArea x C)" vrr r 12,Detention:;Approvetl:Discharge:""t"o'silrface Waters(if app)1cable) c(s i 13 Volume Summary Unimproved areas 0.10-0.30 I Surface Storage:Pond Streets Asphalt 0.95 'WQ'Pond Forebay::> V Concrete 0ss ft' PrimaryTreamenk/StorageBasm ." ^. 55Q .` Brick 0.9s Roofs095 SubsurfaC6 storage Gravel 0.75 i ,3 z ' tlDlume With l5°loSedimentFactor ' - V 7U9' ft' Fields:sandy soil soil Type -- - Slope A 8 C D Flat:0-2% 0.04 0.07 0.11 0- Average:2-6`/0 0.09 0.12 0.15 0. Steep:>67b 0.13 0.18 0.23 0. Adapted from ASCE `r l i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/13/2017,1:36 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. o e a tCalcu(ate$F ost DeveloptnentF ws(for pre development floGTs/nereasg number of sfo7age facilities to greate new f b) User input in yellow cells. 1 Project Name PD No.1-K-4 2 is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,080 9,247 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 G[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 ((User calculate 110 Him _ Estimated Runoff Coefficients for Various Surface min o] Type of Surface Runoff Coefficients"t 8Deterininethe.aVera'a ralnfalC)n3erislt"i f om @F;Curve based,on i �1:85 4 yin/hr Business 6 Y'O (•, ' Downtovm areas 0J0-0.95 ;�alculatetha Post DeGeloproent peakvtlischarge`(CiPeak) C��k 0.52i afs. urban neighborhoods 0s0-0.70 �. '_ .�� Residential Single Family 0.35 10 Calculate total rugo aYoh[tG){four siung pumaty storage) V' 698 fta Mul famiry 0.60-0.75 -' -- r Residential(rural) 0.25-0.40 ,+. r V C1(TC 60)AX36D s, Apartment Dwelling Areas 0.70 rr 11 Calculate Volume of o ction Vrr Industrial and Commercial Enter Percenti[e 9Sf percentile 70 6D In) 95th 60 in Light areas 0.80 Heavy areas 0.90 j EntarRunoff Reluctt�ool95tfi Percgntde 0 60 ip x Ared x �r 607: .ate Parks,Cemeteries 0:10.0.25 2 Detention gpprovetl DlsO�rge gate to Suffaae Waters(Jfa�pffcab)e)l c(s Playgrounds 0.20.0.35 Railroad Yard areas 0.20.0.40 Unimproved areas 0.10-0.30 ' „, rtc. ✓ ,; '--=- _ Streets I SOrfaceStorage Poffil Asphalt 0.95 WC>P9nd Eorebay _ 70 I Co c ete 0.95 r Primary' eatrgen�Storage Basin V 629 Tta = Brick, 0.95 Roofs 0,95 bSUffa02-StOCage Gravel 0.75 VOfume filth 159 $e�Inte -actor U 803 ft�= Fields:sandy soil soil Type B C Slope A D FIat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:36 PM Version 8.8,June 2016 With New IDF Curves 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 Engineers 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 accepted. (Calculate Post DeveldpYnent F�Ws(for)ire't�eve(opmt:nt fiows�inerease number of storage'fadlities to-create newtali), `�' '�-� `�. -, . _-- "'° User input in yellow cells. 1 project Name PD No.1•K-1-K-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,539 10,437 40,616 Acres 1,85 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 at nlare�—i ei min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0,35.0.50 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Muiti•famliy 0.60-0.75 Residential(rural) 0.25.0.40 Apartment Dwelling Areas 0.70 '.. �a - Industrial and Commercial Light areas 0.80 ,. r Heavy areas 0.90 Seg{npn2_�Qgtte'ihallow�Cottcent(ated)Flow- Barks,cemeteries 0.10•0.25 b . _7: 0.619 s. -, Playgrounds 0.20-0.35 - r- Railroad yard areas 0.20.0.40 Segment 3 OOerlanil,Sheet F►gwey-TR 55, 3Q0 it' c" .. { ComputedTc= 0.0 User-Entered Tc= 19.9 8`Deterinine.theaverage rainfall�intenslty(i).from IDF Curvp:' aseil on i ;1 56{ in/ttF,' yCalculate,tfie PosttDeLelopment=peak=dlschafge{QPeak) e,i, 206 s cfs'' 10.; alcuiate total ri of voi(V)(for singg Rrimary storage)` - 3 281 j IF V Ci(Tc 60)Az3600 11 Calculateotume of Runoff Reduction Vrr..,.` Enter Percentii St ind(95t er h pcentile e -r Q:60 in) 95th 0 60-an Enter Rilnoff;Reduction Vol(95th Percentile=0 60.)n z Area x G) Vrr 2;853 ft' 12 Detention'tipprovetl Discharge:Rate to'Su'rface Waters'(If applicable). cfs . '13 UOIl11T12,S111Tintary. Unimproved areas 0.10-0.30 Surface Storage:Pond streets' Asphalt 0.95 WQPondForebay. V '-328, :ft' concrete oss i PriiitaryTreatmettt/$forage B�sm V;; 2,953 =fi,'. Brick 0.95 SubsurfacpStorage Root: 0.95 Voiume>`lith 15%Sediment Factor V ;3,773: ff� Gravel 0.75 Fields:Sandy soil Soil Type [ — Slope A 8 C D Flat:0.235 0.04 0.07 0.11 0. Average;2-6% 0.09 0.12 0.15 0, Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE I t I i E P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6.27-16_02.xlsm 6/13/2017,1:37 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. a tRif Ili i i o alculate Pos#peopment Floiryts(for_pre devefopment f�Yras nerese nuiit)ter of s#oage facties to create new at b); :x User input In yellow cells. _ � 1 Project Name PD No.1-L-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins ❑ '... Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,058 22,371 24,032 Acres 1.27 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 10 Min.knlate-1: ) to Min. Estimated Runoff Coefficients for Various Surface min I (ol Type of Surface Runoff Coefficients„( Business - -_- Downtown areas 0.70-0.95 Hydraulic urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity VI Flow Time single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rurall 0.25.0.40 •:;'„$ .Ogmeritut ptpg.�t051 _m.. �, -„- �a .., .,> --•>v�; Apartment Dwelling Areas 0.70 gr Industrial and Commercial t Light areas 0.80 wi. = Heavy areas 0.90 �� Segme� 2 Gntter9hailowConcentratei]�lovi Parks,cemeteries o.io-o.zs b ! .: 0.007 0.619 242 1:7i 2.4 Playgrounds 0.20-0.35 ' t 7 Railroad yard areas 0.20.0.40 Segmetit3-;Ove�(antlSheetiiEltW:ByTR55<300;ft„„ ,� ?' _�_��r c _ _ sx= 0:020 140' 0.150 6.7 20.9 ' Computed Tc= �23.3 User-Entered Tc= 23.3 BxDetermine'fhe�average rainfall In-b iIIiI IOF Curye based ,ori 9,Ga(culate,ttePostD'evelopmenf:peakitli's`ch'arge;(QPeak ` r;k' 10°Calculate tot414unoff4ol,(V),{for sizing Pnitiary storagef V 1578 fta Y G{Tc 60)Ax3600 11 Calculate Vniume of;Runi,i Eteduatlon Vrr "Enter Percentde Storip;l(95th,pe�centile .-0.60 m)` 95th 0;l In:- EhterRunoff Reducttop VoI(95th°Percentile=0 6,0=in x Area x(C)- err 1,372= ft' 127 7 Approved Dischafge Rate to Surface Waters(if apphc@bhe) 13=1/OlumeStirllmary. Unimproved areas 0.10-0.30 Streets Surface5torage Pond Asphalt 0.95 WgPopdForebay- .- .V 158: Concrete 0.95 ft ,v Pilmary tYealment75torage°B rSin - V 1;4¢0' ft Brick 0.95 Subsurface Storage% Roofs 0. 5 Gravel 0.75 Volume Vt 0 15Y Sedmlent Factor,: V Fields:Sandy soil Soil Type Slope A a C D Flat:0.2% 0.04 0.07 0.3! 0. Average:2.6% 0.09 0.12 0.15 0. j Steep:>61Y 0.13 0.18 0.23 0. Adapted from ASCE I i P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16_02.xlsm 6J33/2017,1:37 PM Version 8.8,June 2016 With New IOF Curves POST-DEVELOPMENT 100-YEAR CALCULATIONS E t E I i i I' j I' f l I€ ij It 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. c@IculatePostDevelo menc[ows for retleGelo menu:flows increasenurr``iberofstorage;#acthtiestoe�eatenewabj 4 User input in yellow cells. 1 Project Name PD No.1-A-1 '.. 2 Is area drainage basin map provided? YES '.. (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 '.. 4 Enter number of storage facilities(25 max) 25 '.. Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,167 2,276 81210 Acres 0.36 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A WeightedAvgI 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 luserCalculate _] 10 Fun. mil Estimated Runoff Coefficients forVarious Surface min Type of Surface Runoff Coefficients "t Business .- Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0,50 Multi-family 0.60-0,75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 N .,aoeApartment Dwelling Areas 0.70 Industrial and Commercial Llght areas 0.80 Hei areas 0.90 er_ShCemeteries _bD.ODS �0.619 177 'y-.,� 1.4 2,1. Playgrounds o.200.35.. « Railroad yard areas 0.20-OA0 iantl;$heet FlowsByTR 55 e300 c 0.020 70 0150 5 8 12 0 ComputedTc= 14.1 User-EnteredTc= 14.1 i S:Determine Elie average rainfall intensJty(J)from IDF Curve'based on rti 2 58 in/hr I 9 Calculate the Post=beve)opment peek discharge;(QPeak)- peat 0 64afs i , u� r 10,6aIcUjatetotellu Waft,Vol,M(forslzingpl arystorageJ V 863a f't V Ct(Tc 6Q)7U 3600 11 Galaulate Volumeof$Unoff Redudfoq Vrr "> '� Etter Perce�de Starm'I;(95th percentile 0'60 in) 95th 0.60 1 ;Enter RunoffiReductfomVol(9Sth�Petcentile 0 60 m x A�eaz C) ' Vtr 546{ ft 12 Detention Approvetl0tscharge Ftate,toSurface Vdaters'(if applicable), ,- -; cfs 131laTUtne Suintndry Unimproved areas 0.10-0.30 Streets 'urface Storage Pond "' Asphalt 0.95 WCt Pohd Fbrebay Lr 86' ft Concrete 0.95 ] Pfirnary,Treatment/St6rage'Sasin' V 777'= ft Brick 0.95 Roofs 0.95 Subst rfaca storage gavel 0.75 _ -Volinne.With•1555Setljjnen[Factor V 993, ik Fields:Sandy soil sou Type Slope A B C D rFloc:O-z% 0.04 o.07 0.11 0. Average:2.6% 0.09 0.32 0.15 O. Stee :>6% 0,13 0.18 0.23 O. Adapted from ASCE `t t P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:02 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s; e - - _ �i Galcufafe Post DevelottentFlaws for pie develo meet#lows,increase nU;mber ofstorage facilities to create new User input In yellow cells. 1 Project Name PD No.1-A-2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,542 2,295 5,728 Acres 0.31 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min lOtttn. � Estimated Runoff Coefficients for Various Surfacr Type of Surface Runoff Coefficients"( BusinessDowntown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flaw Residential Pipe Size Intercept A/Wet Velocity V Flow Time Sintl-Family 0 Mul,ti-family 0.60.0..60.0.7575 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fpsJ (min) Residential(rural) 0.25.0.40 Apartment Dwelling Areas 0,70 8� + Industrial and Commercial Light areas 0.60 `�;� Heavy areas 0.90 Utte 3alaiIOW COf,IG�nt(�tef.�k�IOW „-;_ -.�,,.. . .� v - -----_-- � Parts,Cemeteries 0.10.0.25 b 0.005 0.619 168 1.4 1i9' Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment3�OVerlandSheeY,Elt%#ByTR'S5 c 300-ft;✓,,, .. . �. ..� ,-- r_�_. ��,�� _;.ter? c' 0020 50 0.150 _ 5.Q 93 � Computed Tc 11.1 User-Ent 11:1 8 determine the average rainfall Inkensity(I)frpm IDF Curve hased,on' y Calculate ttie Post Development;peek dtschargel(4Peak�� cfs i �'"'10 calculate total runoffvoi(V-1(forstz ng primary storage) `;� Y �'J54( t „!{ Ct(Tc 60)Ax3600 11 Galeuiate 1lglume of Runoff Reduction Vrr �� "` , Enter Perierlhle,Stormil(95th,percentile O:fi01n) 95th 0.60 71 Enter Runoff„Reduction Vol(9SIh Percentile D 60 In x Area x C) Vrr 471 j i i2-Deteptton Approved'D(scf)arge Rate to Surface Waters,{if applicable) cfs - 13'�OlUitteSilt)lmafy Unimproved areas 0.10.0.30streets — j Surface Storage Pond`,: ,- Asphalt 0.95 ,. .. WC P6hd Forebay V 75 ft concrete 0.95 PrtmaryTreatmenf/StorageBasin V 679 ft3 Brick 0.95SubsurfaceSs 0 ge Roofs_ _vel 0.75 0. 5 Gra Uglup, Wlth Lb°ld5ediment Factor Cr. "867" Ft ` - , - Fields:Sandy soil Soil Type Slope A B C D Flat:0.2' 0.04 0.07 a.- 0. Average:2-6% 0.09 0.12 Stee `690 0.13 0.18 0.23 O. Adapted from ASCE l r t }I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:02 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. [Calculate Post D_e�_e�op�nent`flows,y(for pre development fio sw,Increase=num'bB�of st rage facilities fo create fiewtab) .,; -:- 'I User input In yellow cells. 1 Project Name PD No.J.-A-1,A-2 2 Is area drainage basin map provided? YES (mop must be included with stormtvoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,709 4,571 13,938 Acres 0.67 6 Determine the Weighted Runoff Coefficient(C) 9.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 userCak0late TJI min 110 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25•0.40 - „„.- Segment 1 rPipeFliw- apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks,Cemeteries 0.10.0.25 I b .�...,._ 0.619` .,,t w, •, .� ,,�, Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 "r ,_ Segment 3�Overla��Sheet FjQw By7R55,5300�t o-�'�-��" � � ` c _ Computed Tc 00 User-Entered Tc= 14.1 $DetermineAhe-average rainfall irftensity(1)from IDF Cuive basedon r "2c58�, in/hr y%Calculate the Post Development peak disiharge;(C1Peak) sgk 1:23 cfs SO Calculate total runoffvol( forng primarystoragi j V 16_18, ft V Cf(Tc 60)Ax3600 S1 Calculate Volume of Runoff Retlicuon Vrr '; 1intebPercentile Stolin I(95th pe Gentile 060 in) `Enter Runoff Reduction Vol(95thi Percentile=0 60-imx Area x C) Vrr% 1,Oii eft' 12iDetentionApproved0ischargeRatetoSurfaceWatnrs(ifapplicat%lej "13,VOlutlte Summary unimproved areas 0.10.0.30 j; 'Surface Storage Pond= Streets -- i WQPond Foreha ' V G2= h' Asphalt 0.95 y „ Concrete 0.95 Primary?reatmentfStorage,9asm V=' 1;456, ft' Brick 0.95 stir ace Roofs 0.95 Gravel 0.75 [[€ =Volume With IS%'Sedsntent aCtOY -V` .1,86D i ft" Fields:Sandy soil Soil Type Slope A B C D C; Flat:0.27 0.04 0.07 0.11 0. 0.09 0.12 0.15 0. Steep:>6%b (. Average::>6 .6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xism 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This werksheet 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 accepted. e)Calculw ostDeveloptt�entFlows(for,pre'deylop"mentflows:ncreasenumberofstaragetacllitiestocreaYenewfat) yUser input in yellow cells. 1 Project Name PD No.1-B-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,848 4,146 20,356 Acres 0.88 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CixAi)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 Cakui,te1 a l min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business ----- Downtown areas WO-0.95 '.. Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity Flow Time Single Family 0.35.0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural{ 0.25.0.40 Segnieiif l-JPIpe,FlOu "_„v „_„,., ,,,,;a,- '!U ✓W ,, , - _ Apartment Dwelling Areas 0.70 a RIndustrial and Commercial Light areas O-BO Heavy areas 0.90 Segment>2 Gamer=Shahow,GoncetltsatedxFlow , Parts,Cemeteries 0.10-0.25 b 0.004 0.619 332 7 1:3 43 Playgrounds 0.20-0.35 .� � ' ..,r... ,a Railroad yard areas 0.20.0.40 c 0.020 58 0.150 'S6 103 Computed Tc= 143 i User-Entered Tc= 14.7. i 8-getermine;the average rainfall intensity(I)�from IDf[u'ry.a based`on n: i y:Calculatet(�e Post D"evelopfnent�peakdisctia`rge(QP;gak) yeak 1t65' s i 4 lO Calculate to[altrupoff vo(V�(for sizing primary storage)'�" � V' 2 207 `ft s V G(Tc 60�jtk3600 11:Caiculate Volume of Runoff Reduction Vrr _' . Enter Percenti(e 9torm'i(95th percentile "0:601tO ., 95th 0;60 An ` Enter Runoff Reduction Vol(95th PercenGleO 60 In x Area X C) Vrr 1;$74 Ft° 12 petentlon:Approved D(seharge Date to Surface Waters'(tf applicable) cis..' 13 Volume Stir nmary Unimproved areas 0.10-030 'Sl"rrfaCe Sto a Pont[( Streets ra g _ 3 Asphalt 0.95 WQ Ponc Foteba} Concrete 0.95 Prsmary;TreaTmentjSforag'8asln V.`'. ,1,9$6 i ft° Brick 0.95 Sub;urfac,Sto- "'m Roofs 0.95 I =-`- Gravel 0.75 VolueWlthl54'.Sedlment'Fact9r V' 2, 38 fta Fields:sandy soil soRType Slope A 8 C D Flat:0.2Y 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE i P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. [alelatPostDeielopmentFlo_ (forpre_developmettffloWsSncieasenu_mberofstoregetacilitestocteatenewt_a_"lij ,; y77 User input in yellow cells. 1 Project Name PO No.1-B-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,482 3,738 21,799 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 l 10 Min. Estimated Runoff Coefficients for Various Surface min (o� Type of Surface Runoff Coefficients"f Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multifamily 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 °�. ,..-..: SegmeO� Plpe,�FJQw ,r„ _ ..,, �., .•. ,, .w�ti_ ,,. �.,.`-_.�. ,.._,_�, % Apartment Dwelling Areas 0.70 a Industrial and Commercial _ Light areas 0.90 Heavy areas80 .90 ,, Segment2 GUtteiSWHOW CO<Cetlt(a�ediFjQW•_�,.-_ - ,, �,„ - Parks,Cemeteries 0.10.0.25 b 0.004 0.619 332r y 4.3 4;3 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 .,�Segment3 Ove�jand Sheet EIo�,ByTR 55,�300 ftx >,m,:;� � r � _.r�. c _ 0.020 58 0.15C S.fi -10.3 _,7 77 Computed Tc= '14.9 1 User-Entered Tc= "14.7 I I S,Determine.the average ralnfallTn feosity(i)from IDF Curve based on', y'Calculafe,tle Post OevelopmeutPeak dlscfiage(QPeajC) tlpcxK 152 cfs 10 Calculate total rlTno flrol(V)[for sizing primary storage) 0 V 2 030 r eft �;V [i(Tc 60)Ax3600 � � 11k'Calculate Volume of Runoff R>ductiort�%tT Enter Percifntilestorm�l(95th percentile 0,60 tri) . 95th 060 in . Enter Runiiff;Recfuctfon U0l(95th.Percentile 0 60 in x A[ea x ej Vn ' 1 Z_69 ft' 12:IjeteltUon ApproJed Dlscl7arge Rate to 5u°rface Waters(if applicable] =` cfs n.', ",13 Volurae:Summary "' Unimproved areas 0.10.0.30 Surfate Stofage Pdnd'. Strets Asphalt 0.95 tiVQ'Poritl Foreba)' Concrete 0.95 , Primary�Treatment/Storage8i m it 1 7'; ft Brick 0.95 - _ Roofs 0 019 .755 ace;Stora a GraSubsurf iet FC01' �VOUme With,15% ed ri Fields:Sandy soil Soil Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 O. Average:2.6% 0.09 0.12 0.15 0. Steep:>67b 0.13 0.18 0.23 0. Adapted from ASCE i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s a G - Ii alcuate Post DeueiopttenL Flows(forpre sievelopment flows ihcre sa a number of sf rage facilities to create new) .. User input in yellow cells. 1 Project Name PD No.1-8-3 2 Is area drainage basin map provided? YES (map must be included with stormwater colculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,712 1,913 13,323 Acres 0.46 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 1061in. Estimated Runoff Coefficients for Various Surfac+ Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 _ .;;SCgt110i?t}p -f!ipC Apartment Dwelling Areas 0.70 a Industrial and Commercial *r a Ughtareas 0.80 Heavy areas 0.90 r 6eg iefjtgi �atteiShallow,CoOcentF to Flow �_� � . -. Parks,Cemeteries 0.10.0.25 �b 0.005 0.619 165 ._ ' 1.4 10.„ Playgrounds 0.20.0.35 maix Railroad yard areas 0.20-0.40 'i Segmeltt3,,Overlawit5fteet Flow B,yTR-55,<300 ft�� G � c 0.020 65 0.150 5.7 113 Computed Tc= 13.4 User-Entered Tc= 13.4 �B.�Determine-the average rainfall intensity(f)from IDF Cuiue based.on r1 i 2i58•. infhr' y'Calculate.tie Post DevelopmenCpeak;tlischarge+(QPgak} �p'eaA Og3" cfs a 10,,Ca(cuiate total roffvol(V),(for sizmgpnmary staragej U 1110 ift 7,7 �V CI(Tc 60)As�;3600 11"Calculate Volume of Runoff Reduction Vrr;� = ' j `"'Enter Percentile Storm�i(95th percentile 0;(50ln) -, 95th 60 In,0. j Enter Runoff Reduction Vo P en:ehtI1& It 0 60 x Area>4 C) Vrr [ 12,Detentlon,,Rpproved.0ischarge Rate,to Surface Waters(If appiicab)e} cfs,: I r 13'7/OIU1ne mmary Unimproved areas 0.10-0.30 Surface Storage Fund� - streets Asphalt 0.95 WQ PoDtl Farehay ' V;: 111- ft Concrete 0.95 PrirnafyfireathaenY/StorageBesin. V, �,999`: ft' Brick 0.95 Roofs 0.95 _ �:'Subsiii'FaeeStorage" � gavel 0.75 ft' . Volume With 15%Sediment Factor ' ,-V` 1,277. Fields:sandy soil Soil Type Slope A 8 C D Flat:0-2% 0,04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>69' 0.13 0.18 0.23 0. Adapted from ASCE I' P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:03 PM i' Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. It alcu(ake P s[DeZeloptne it Flow(for prerdevetopirient flows,-nerease ni%mber ofs_`,to age facilities Yo crea_te new=tab) . User input in yellow cells. 1 Project Name PD No.1-B•4 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,406 776 Acres 0.10 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.79 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate -1 min in min- I-1 Estimated Runoff Coefficients for Various Surface Type of Surface_ Runoff Coefficients"t Business 8�Determipe,the average rainfall Intensity(i)•from IOF Cu ve,basetl on !i 2 58( in/hr Downtown areas 0.70-0.95 `4"CalcvlateAhe Post De3elOpment,�peak disgharge(QPgakj ,-ynak 120 s` CfS l Urban neighborhoods 0.50.0.70 11 Residential a Single Family 0.35-0.50 OCalcUatettal+runoffv0l(V)(forsizingpnmafystorage) V 263 ft Mulci•family 0.60-0.75 Residential(rural) 0.25-0.40 V CI T 6 3600 Apartment Dwelling Areas 0.70 3l Ca culat �01 e o u offReddctfon Vrr � Industrial and Commercial Enter Pe�centStorrfi l(95th peYcentile 060 nj 95th 0 60 in Light areas 0.80 Heavy areas 0.90 Enter RuOffReductlan Vol(95th Percetitl(e b 60 in x Aseax C} n164 Parks,Cemeteries 0.10.0.25 1ztentin�r�ppfoverscharge Rate foSUrfcei4fa2ers,(Ifappl blel cfs Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Streetsroved areas 0.10.0.30 Iur�ace5trragePonc( Asphalt 0.95 ' WQt and Fbrebay 26 ft concrete 0.95 vN0.95 Prihtary7reatmegt/5t0fageBasin U237 fts Brick 095 - - # "` Roofs uhsarfa6e5torage 0.75 Gravel - VO(Ume Vyll�5�$ei(Iment Falaar02 ft �� Fields:Sandy soil Soil Type Slope A B C D Flat:0.2Y 0.04 0.07 0.11 0. Average:2-6% 0.09 Steep:>6q 0.13 0.18 0,23 0. Adapted from ASCE I' e l P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CAICS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. iC��dr ate,Pos Dave)pmen_F�nws�{for pCe=d_eveTopme flows increase dumber of storage fac111tles to creaEe'new-tab� ,... ,.t. u-; User input in yellow cells, _ - 1 Project Name PD No.1-8-5 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,286 0 22,852 Acres 0.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixAl)+(C2xA2)+(CnxAn))/A Weighted Avg 1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 —�! min to Min.— —� Estimated Runoff Coefficients for Various Surfau Type of Surface Runoff Coefficients"t Business '.. Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multifamily 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) D.25-0.40 Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2 GutterfiShallow;Concentrated FiDw_-_._, _ .__ _ Parks,Cemeteries 0.1D•o.25 ,- bO.0D5 0.619 227 _ 1,4 2.8 Playgrounds 0.20.0.35 s M Railroad yard areas 0.20.0.40 _ o, $egmenE 3,Overla"nd Sheet;Ffow c 0.020 44 0150 5:3 B3 r Computed Tc= 11r1 User-EnteredTc= r 11;1 i `8 Detefmine3he average rainfall 1nEenslty(I)fro m IDF Cury e based,on I.i =2,58�` in%hr "9 Calcula'te':thePost-Deuelopm`entpeak;discha�ge(QPeak) ek 1'241 "1 a 10.Ciculate total runoff yol(V)(forslzlgg pamarystoragej, V ir668; ft 11'Calculate Volume of Runoff Rerlucti0n Vrr S EntehPeriedtile"Storm I(95th percentile-0.60 m), 95th 0 60_m Enter Runoff Reduction Val'(95th,Percentile=0 60 In x Area x C) 1;042 12,Oe[e�uon:-ApprovedzDischargeRateto Surface Waters(If applicable) cis -13.VOIUme 5llmm'iry Unimproved areas 0.10-0.30 1 - _ Streets 'Surface Storage:-Pond. Asphalt 0.95 WQ Pond Fore ay V 167> its Concrete 0.95 Brick 0.95 r _ PrlmafyTre-atmont'Storage BasiO V ; 1 S0 ; ft Roofs 0.95 Sutisurfaee Storage = Gravel oss ' Volume.With 15%Sediment Factor V 1,918, � Fields:Sandy - - f s: soli Soil Type Slope A 8 C 0 Flat:0.2% 0.04 Off Average:2-6% 0.09 0.12 0,35 0, Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE i E P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS-6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineers 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 accepted. e a iCaictilate,Post Deve(o``pm nt Flows,(for pre-"�d_evetopmen�flows (nerease number of storage facilities to create new tab} ,.,-.;. .__ ;_ ,.- ; User Input in yellow cells. 1 Project Name PD No.1-8-1-B-5 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 37,734 10,573 78,330 Acres 2.91 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 ate min 10 Min. n Estimated Runoff Coefficients for Various Surfaci Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.60-0.75 Multifamily 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 = s Segmeflt .Plpe FlO.W�,. yu;�,„=r �.r, __„ -._ "_ -; ^-: Apartment Dwelling Areas 0.70 a „ Industrial and Commercial Ligh[areas 080 '3 Heavy areas 0.90 -_h�egitient2�GutteiShallovvConcenfrateil�Ftow.,_ Parks,cemeteries 0.10-0.25 �..b -� Playgrounds 0,20-0.35 Railroad yard areas 0.20.0.40 g Segfnerit'3 r0uerland Sheet;F(ow e" - .--' Computed Tc=1 0.0 User-Entered Tc i =8;0eteFmine,�heaveragerainfallfitensity,`(i}•ffOm'IDFGurye'basedon. i -258 iin hr.:' 9:Galculate`the Po"st-0evel0pmettt4eak ilischarge,(QP,eak),i C14a1= TOCaIt lateto%ta l runoffvol iV}(for3lzing pamaryslor�ge) V ; < 7,278 3 fta # � V Ci(Tc_60)Ax3600 _ 11;Calculate Voici, of Runoff Reduction Vrr ;;Enter Percentile&taring(9sth percentile ;0:601n}v - 95th „0.60 in iEnterRunofiReductioriVoh(95th,,Percentile=060inx"AreaxC) Vrr 4;549; ft' 12 Detengon Approveds'Disdtarge Ra,2e to Surface Waters(if appkcab}e) cis " r 13 VOIumeSuntitiary unimproved areas 0.10•0.30 Streets [` Surface Storage Pond. Asphalt 0.95 (' t Wt 2 Pond ForebayV' BA Concrete 0.95 PnmaryTreatment/Storage,Basin V 6,550: ft Brick 0.95 -- - Roofs 0.95 rfa t 5ubsucetorage ffy Gravel 0.75 Volume With 15%Sediment Factor V 8�370 Fields:Sandy soil soli Type Slope A a C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s o s e (Calculate Post Develo meat Floti s for re developmehtffows`increase:number ofstorage fac7lifies tocreate held User input in yellow cells. 1 Project Name PD No.1-C-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,150 2,102 13,094 Acres 0.47 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CixAl)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 llkprral plat i to Min. Estimated Runoff Coefficients for Various Surface min 1 Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 E Hydraulic urban neighborhoods 0.50.0.70 i Radius Flow Residential i Single Family 0.35.0.50 [. Pipe Size Intercept A/Wet Velocity V Flow Time Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25.0.40 j p Apartment Dwelling Areas 0.70 segmeflt P s 1 Industrial and Commercial a Light areas 0.80 ry` Heavy areas 0.90 r 5egment2 Gutter Shallow,Concentiratetl,Fiow w _ � Parks,Cemeteries 0.10•0.25 0,007 0.619 86 b *� 16 0 9 Playgrounds 0,20-0.35 Rallroad yard areas 0.20.0.40 Segtnen43;,OvedaldSSheetFlow_B.yTR;,55,,<30.Dft,: r . c OA20 65 0.150 57 113 Computed Tc- 1212 User-Entered Tc= 12.2 ,BaDetermine the average rainfall+irjtenslry(i);framllDF Curve based:on li: 2:58> 'Inlh7 ,, �'Cafctllate;the Post-De"velopmenfpeak 8isiharge(QPeak) QpeaA 0:85 cfs=,` 10 Calculate total ruffvol{U)(olzing pdmarysto fage) ;e no V G(Tc 60)Ax3600 11Calculate Volume of Runoff Reduction Vrr =` Egtef Qercenhle,Starrrt I(95th p€rcentlle=`0�60 ih); 95th' -0 60 in ;Enter Ru Reduction Vol(9Stki Percentile=0 60 In x,Area x C) noff Vrr 'Z08 12 DetentionApprove8jpischarge�flate to Sui#ace Nlaters(if applicable) cfs, 13 Volume Summary unimproved areas 0.10-0.30 _ Streets SDrfaCe 5tora$e:Pond Asphalt 0.95 WCE Pon dForetiay V 113 ft' concrete 0.95 . - Ft�•' Brick 0.95 t PrimaryTreatmeitt/Storage Basin:- Y 191H_ Roofs _ _ 0.95 Subsurface'Storage. Gravel 0.75 Volume With 15'Y Sediment f_actor� V% 1,302 fta, Fields:sandy soil Son Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:-6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s e aam r Calculate P4sf'DevelopmentlFr ws(fqr predeveliipmeht flow ncr se nUm�ier of'storage fadleies to crgaterew;taJ�, ,.-,,.�_ "`` -.,7, .--:.- User input in yellow cells. 1 Project Name PD No.1-C-2 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,524 1,842 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 O MIn.lcmate F�: min Estimated Runoff Coefficients for Various Surface Type of Surface __ Runoff Coefficients"( =810etermine ithe average rainf6ll'intensity;(1).fr6inlD,FlC Business urve based on'- j 2358 +in/hr Downtown areas 0.70•0.e5 y=,,Calcu)a(ethe Post Devejopment peak discharge(CIPeak) <ia - ;32 j oafs Urban neighborhoods 0.50.0,70 Residential a Single family 0.35.0.50 10Calculptetotalrunoffyo U)(forslzingprjmafystoragej V 931 Multi-family 0.60-0.75 Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 11 CaICUlate i%Olume OfnO RedUctton Vrf s Industrial and Commercial 6nte�Percentile StorrifJ 9,fh pepenf le 0�601nJ �95th .;0°60 to r Light areas oso Enter RupDff Retiction Yol 9SrCentlle 0 60 mx Area x CJ V1r269 ff� Heavy areas 0.90 pp i - Parks,Cemeteries 0.10.0.25 Playgrounds 0.20 -0.35 r Ws Railroad yard areas 0.20.0.40 Unimproved areas 0.30.0.30 ( 3 XIAESuI#J a Street SUrfaGe.-}OrRge PQnCI: Asphalt 0.95 WC2Pol tl Fo ebay V 43, � eoperete 0.95 PaRtary fement�SYctrage 0asln U 386 ft� Brick 0.95 Roofs 0.95 ` StybSOCfeQe 5tor- Gravel 0.75 VOiume Nlit}i 15! dlment Fs�GtOr _ V. °Q96 ft Fields:Sandy soil Soil Type Slope A B C D ;at:0-2% 0.04 0.07 0.11 0. Average:2.6% 0,09 0.12 0.15 0. Steep:>S% 0.13 0.18 0.23 0. Adapted from ASCE I' f P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:03 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. (Calculate Pos#-Development flgir{s,(forxpre�ieveloprtient flows,Ineease numb_ei ofstorage fadlities to cr`eate'new tab)' .° ' , , " ` ' ' ' � ` ' ` User input in yellow cells. 1 Project Name PD No.1-C-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,800 0 28,743 Acres 0.82 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 alodare -1� 10 tarn. Estimated Runoff Coefficients for Various Surfac€ min - Type of Surface Runoff Coefficients"( Business _.. - Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 75 ID (in) Slope (ft/ft) Coeff. Length Manning n Perm (fps) (min) Residemulti-fntial 0.25-0.40 p g g ) Residential(rural) 0.25-0.40 Segment 1:Pipe flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.10-0.25 b J 0.004 1 0.619 1 242 " 1.3 3.0 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 segment 3:Overland Sheet Flow By TR-55,,<300-ft C 0.020 14 i 0.150 5.3' 8.3 Computed Tc= 113 User-Entered Tc= 11.3 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 2.58 in hr Calculate the Post-Development peak discharge(QPeak) 0erat 1.57 cfs 10 Calculate total runoff vol(V)(for`sizing primary storages V 2,109 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm i(95th.percentile=0.60 in) 95th. 0,60 in i Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,, 1,318 n- 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Unimproved areas 0.10.0.30 Surface Storage:Pond Asp 0.95 WQ Pond Forebay V 211 ft' p Concrete 0.95 Primary Treatment/StorageBasin V 1,898 ft' Brick 0.95 Subsurface Stora a GrRoors 0.95 g ft' avel 0.75 Volume With 15%Sediment Factor V 2,425 Fields:Sandy soil son Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>67c 0.13 0.18 0.23 O. Adapted from ASCE r l" P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6.27-16.xism 6/7/2017,1:03 PM €' Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. iCalculate Post"DevelopmentiFloivs(forpr_"e<developinent"#low_s,increase'num6er of storage facilities to create'riew'tab);. User input in yellow cells. 1 Project Name PD No.1-C-1-C-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to show More subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,474 3,944 41,837 Acres 1.45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxA1)+(C2xA2)+(CnxAn)j/A Weighted Avgl 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 r r.",hte71 a to Mtn. Estimated Runoff Coefficients for Various Surfau min v; --- C- Type of Surface Runoff Coefficients"( Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi•famfly 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0,40 Segment Pipe,Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light araeas 0.80 Heavy reas 0.9D Segment2:-Gutter Shallow C(incentratedfiow Paft,Cemeteries 0.10.0.25 b 0.619 Playgrounds 0,20.0.35 Railroad yard areas 0.2D-0.40 Segment3:Overland Sheet Flow ByTR-S5 <'300-ft c Computed Tc= 0.0 User-Entered Tc= `'12.2' 8 Determine the average rainfall intensity(i)from iDF Curve based on i 258 in hr 9 Calculate the Post-Development peak discharge(QPeak) Qaat 2.74 cis i 10 Calculate total runoff vol(V)(for sizing primary storage):; V 3,672 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in jEnter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 2,295 ft- 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis f 13 V01UITte Summary Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond'Forebay V 367 f�' Concrete 0.95 Primary Treatment/Storage Basin V 3,305 fe Brick 0.95 Roofs 0,95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 4,223 it, Fields:sandy soil 5oll Type i S pe A 0 C D � lo Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xism 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Cal"culate Post-oeiretopmenf Flows{for`pre-tlevetopmen_t flows,increase`num_be"t of storage"fadlikies#o create new#ab} '"'" ` User input in yellow cells. 1 Project Name PD No.1-D-1 2 Is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,129 13,757 25,500 Acres 1.13 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 lllsercAklllate _A] min to Min. Estimated Runoff Coefficients for Various Surfacr ( n Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urbanneighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family o.35-0.50 Multi-family 0.60.0.75 ID (in) slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0,25.0.40 Segment 1:,Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.10.0.25 b 0.006 0,619 153 1.6 1.6 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 segment3:OverlandSheet Flow ByTR-55 <300-fk c 0.020 116 0.150 6.4 c 180 Computed Tc= 19,15 User-Entered Tc= "19.6"'' 8?Determine the average,',rainfall intensity(i)from IDF Curve based on i 218 in/hr V Calculate the Post-Development peak discharge(QPeak) Q�,t 1.44 cfs 10 Calculate total runoff Vol(V)(for sizing primary storage) V 2;288 ft' V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm i(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0,60-in x Area x C) Vrr 1,430 ft, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis i ( 13 Volume Summary Unimproved areas 0.10-0.30 € Surface Stara e:Pond streets i g Asphalt 0.95 WQPondFOrebay V 229 ft" Concrete 0.95 Primary Treatment/Storage Basin V 2,059 ft' Brick 0.95 Roofs Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 2,631 ft Fields:Sandy soil soil Type E Slope A B CO3 .-: Flat:O.2% 0.04 0.07 0.Average:2-6% 0.09 0.12 0.Arage: 0.13 0.18 0. Adapted from ASCE r ( P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xism 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. b Calculate PoSt=Deveinpment Flows{forpre-developmentflows;ln rease number of`st !!facllities to createnew tab) User input in yellow cells. 1 Project Name PD No.1-D-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,927 1,985 10,610 Acres 0.43 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 cuyte e] to Fttn. Estimated Runoff Coefficients for Various Surfacr min _.- � Type of Surface _ Runoff Coefficients"t Business Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 '.. Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35•oso Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial light areas 0.80 Heavy areas 0.90 Segment 2:GutterShailowConcentrated Flow Parks,Cemeteries 0.10-0.25 b 0.006 0.619 242 1.6 2.5' Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 Segment 3:Overland Sheet Flow 8yTR-55 <300-ft c 0.020 57 0.150 5.6 102 ComputedTc= 12.7 User-Entered Tc= >'12.7 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 258 in hr I 9 Calculate the Post-Development peak discharge(QPeak) Q"e k 0.79 cis 10 Calculate total runoff vol'(V)(for sizing primary storage) V 1,052 It, V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V. 657 it, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis € 13 Volume Summary Unimproved areas 0.10-0.30 streets Surface Storage:Pond it' Asphalt 0.95 WQ Pond FOrebay V 105 Concrete 0.95 Primary Treatment/Storage Basin V 947 ft' Brick 0.95 € ofs D.95 Subsurface Storage Ro _____ Gravel 0.75 Volume With 15%Sediment Factor V 1,209 ft Fields:Sandy soil soil Type E Slope A B C0' . Flat:O-2% 0.04 0.07 0.Average:2-6% 0.09 0.12 0.Steep:>6% 0.13 0.18 0. Adapted from ASCE i i [. P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS 6-27-16.xlsm 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Ca(culate�PostDeirelo i�ent;kiows for ie-develo mentflows"increas_enutnberofstoraefadlitie`stocteatenewtab '' '""'` °'"� � User input in yellow cells. 1 Project Name PD No.1-D-3 2 is area drainage basin map provided) YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasin ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,764 0 16,300 Acres 0.53 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 =,J min 10 Min. —�� Estimated Runoff Coefficients for Various Surfac Type of Surface Runoff Coefficients"( Business --- -- Downtown areas 0.70.0.95 '.. Hydraulic Urban neighborhoods 0.50-0.70 '.. Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-famiiy 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rurall 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.10.0.25 b 01005 0.619 215 1 5 2.4 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Segment 3:Overland Sheet Flow ByTR-55,°-�300-ft c 0.020 43 0.150` 5.3 8.1 Computed Tc= 106 User-Entered Tc= '10.6 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 2 58 in hr V Calculate the Post-Development peak discharge(CiPeak)! Qyea1 1:06 cfs 10,Calculate total runoff vol(V)(for sizing primary storage) +, V 1,415 ft V'=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 884 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 VolumeSummary Unimproved areas 0.10.0.30 _ Streets Surface Storage:Pond Asphalt 0.95 WQPond Forebay V 142 fit Concrete 0.95 Primary Treatment/Storage Basin V 1,274 :' ft' Brick 0.95 Roofs _ "5 _ Subsurface Storage Gravel 0.75 I Volume With 15%Sediment Factor V 1,627 its Fields.Sandy soil Soll Type r Slope A B C €C D Flat Average:2.6% 0.09 0.12 -a.- Steep:>6% 0.13 0.18 0. Adapted from ASCE i E t E[`s P:\17-075\Documents\Reports\Storm Drainage\ACHD SD CALCS_6-27-16.xlsm 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 0 , ?Calculate;Post=Development fiotvs(for pre-deveitiprite_nt#lows,,incr'ease numiit:r"o#storage feciiitie_s to iieate new tab) ``` ', ' " User input in yellow cells, 1 Project Name PD No.1-D-1-D-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 22,810 15,742 52,410 Acres 2.09 6 Determine the Weighted Runoff Coefficient(C) 0.95 "0,10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0,66 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 6] 10 Min. Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential '.. Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential Irurall 0.25-0.40 Segment 1:Pipe FLOW: Apartment Dwelling Areas 0.70 a industrial and Commercial Light areas 0,80 Heavy areas 0190 Segment 2:Gutter ShaliowConcentratedflow Parks,Cemeteries 0.10-0.25 b Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 Segments:Overland SheefFiow ByTR-SS,<300-ft c Computed Tc= 0.0 User-Entered Tc= "'19.6 8 Determine the average rainfall intensity(1)from IDF Curve based on f�1 2.18 in hr V Calculate the Post-Development peak discharge(QPeak) QPzA 3.00 cis 10 Calculate total runoff vol(V)(for-sizing primary storage) V 4,755 fe V=Ci(Tc=60)Ax3600 it Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm!1(95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,972 ff 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summaiy Unimproved areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0,95 WQ Pond Forebay ! V 475 ft Concrete 0,95 Primary Treatment/Storage Basin V 4,Z79 W Brick 0.95 Roofs _ 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 5,468 ft' Fields:sandy soil sou type Slope A B C D Flat:0.2% 0.04 0.07 0.11 O. Average:2.6% 0,09 0.12 0.15 0. Steep:>6`! 0.13 0.18 0.23 O. Adapted from ASCE ([l E I E 6 P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xism 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted, r e o (Calculate Post`DeVelopmentFlows'(forpre_devetopmentflows,inc(ease;number'nfstoragefacilities tocrgatehewtab)`-� i User input in yellow cells. 1 Project Name PD No.1-E-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,264 2,546 15,966 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95`' 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 r alcular Al min 10 Min. � Estimated Runoff Coefficients for Various Surface Type of Surface _ Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydratt c Urban neighborhoods 0,50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Stngre Family 0.35-0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 Industrial and Commercial a Light areas 0.80 Heavy areas 0.90 '... Segment 2:Gutter Shallow Concentrated Flow parks,Cemeteries 0.10.0.25 '... b 0.004 0.619 143 1.3 1.8' Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 segment 3:Overland Sheet Flow ByTR-55,<300-ft c 0.020 65 0.150` 5.7 11.3 Computed Tc= 13.1 User-Entered Tc= `13.1 8(Determine the average rainfall intensity(i)from IDF Curve based on 4 i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak)! dal 1.03 cfs 10 Calculate total runoffuol(V)(for sizing primary storage) V 1,379 ft V'=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 In Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 862 it, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) - cis i 13 Volume Summary Unimproved areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Fotebay V 138 Ell Concrete 0.95 Primary?reatment/Storage Basin V 1,241Brick 0.95Roofs 0.95Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V ' 1,586Fields:Sandy soil Soil Type Slope A 0 C D Flat:0.2% 0.04 0.07 0.11 O. Average:2.6%, 0.09 0.12 0.15 0. j Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE r F P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CAICS_6.27-16.xlsm 6/7/2017,1:04 PM fi Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. (Calculate,P.o'st Devetop�merit--flows{for pre=aevefopment flows;increase number of storage faci_lities`to create"new tali), , User input in yellow cells. 1 Project Name PD No.1-E-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100•Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,681 1,846 1,623 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 [User Calculate s; min Flo fAin• Estimated Runoff Coefficients for Various Surfan Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity I from IDF Curve based on 1 2.58 in/he Business g YO Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(ClPeak) C)f,rae 0.40 .cfS Urban neighborhoods 0,50.0.70 Residential a Single Family 0.35.0.50 SO Calculate total runoff vol(V)ri(fpr sizing primary storage). V 533` ft Multi-family 0.60-0.75 V=Ci(Tc=60)AX3600 ' Residential(rural) 0.25-0.40 �. me Of Rumi#RedudilOn Vrf Apartment Dwelling Areas 0,70 11 Calculate V61u t, Industrial and Commercial Enter Percentile Storm,1 l(95th percentile=0.60 in) 9Sth 0.60 in. Light areas 0.80 Enter Runoff Reduction Vol(9Sth Percentile=0,60-in x Area x C) yrr 333 ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 13 Vplume$Orrimary" Unimproved areas 0.10-0.30 Streets Surface Stoeage:,Pond - Asphalt 0.95 WC1 Pond Forebay V 53, concrete 0.95 Primary Treatment/Storage Basin 480, ft" Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 1591Sediment Factor V 613 ft" Fields:Sandy sou Soil Type Slope A B C D FIat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0,09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE 1 4 E i I i I E E' F ¢'r [F P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6.27-16.xlsm 6/7/2017,1:04 PM �j Version 8.8,June 2016 With New IDF Curves AND 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 0 kCalcuiate%-Post Oeuelopment Flows(for pre=developmentflows increase niimber of storage#acilites to create newtabj`' ` User input in yellow cells. 1 Project Name PD No.1-E-3 2 Is area drainage basin map provided? YES (map must be included with stormtvatercalculotions) 3 Enter Design Storm(100•Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,030 19,908 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min �t4�lln. .-1'o Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"f 8 Determinethe average rainfall intensity I from IDF Curve based on i 2.58 In/hr Rosiness g Y O Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge,(QPeak) Q,e t 1.11 cfS Urban neighborhoods 0.50-0.70 Residential Single Family 0.35.0.50 10,Calculatetotalrunoffvol(V)(forsizingprimarystofagef V 1,485- fta Multi-family 0.60-0.75 ,V=0(TC=60)Ax360,0', Residential(rural) 0.25.0.40 - - ,'"' .'` " '; •,:x Apartment Dwelling Areas 0.70 11%CalcuidteVolurpe of Runoff Reduction Vrr Industrial and Commercial Enter Percentile Storm I(95th percentile=0 60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reductiop Vol(95th'Percentile 0.60-in x Area x C) u,r 928. ft' Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approuetl Discharge Rake to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 13 VOIUme 5umi»afy Unimproved areas 0.10.0.30 _ Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay Vi 148 ft Concrete 0.95 Primary Treatment/Storage Basin V 11336 fr' Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 1,707 R5 Fields:sandy soil Soil Type Slope A 8 C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-69; 0.09 0.12 0.15 0. Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE �p 8 i (I I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6.27-16.xlsm 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e �Ca(culate'Post Development Flows(fo"r pre-developmeri[flaws,increase nurnber o(stora_ge facilities to create new tab) User Input in yellow cells. I Project Name PD No.l-E-1-E-3 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,975 4,392 37,497 Acres 1.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 r atadate -l� tB Min. Estimated Runoff Coefficients for Various Surfac- min Type of Surface Runoff Coefficients"( Business - _- Downtown areas 0.70-0.95 '... Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet VelocityV Flow Time SingieFamily 0.35•0so Multt-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2:Gutter shallow Concentrated Flow Parks,Cemeteries 0,10.0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 Segment 3s Overland Sheet FIow13yTR-S5 <300•ft. c Computed Tc= 0.0 User-Entered Tc= ''13.1 8 Determine the average;rainfall intensity(1)from IDF Curve based on 1 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak)I. Qeo,k 2.54 cis 10 Calculate total runoff vol(V)(for sling primary storage) V 3,39i- V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0,60-in x Area x C) Vrr 2,123 ft' j 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis i f 13 Volume Summary unimproved areas 0.10.0,30 Streets ' Surface Storage:Pond ( Asphalt 0.95 WQ Pond'Forebay V 340 ft' Concrete 0.95 P Primary Treatmem/Storage8asin V : 3,057`i ft` Brick 0.95 Roofs 0.95 I Subsurface Storage Gravel ft' 0.75 Volume With 15%Sediment Factor V 3,906 Fields.Sandy soil Soil Type (, Slope A a C D Flat:O-2V. 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>69b 0.13 0.18 0.23 0. Adapted from ASCE E 4 I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,1:04 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. m111015e Calculate Post-D'gvelopinent Flows(for pre development flows,increase nurnh, of storage feotlttles to create new tab) User Input in yellow cells. v 1 Project Name PD No.1-F-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 25 Click to Show More 5ubbasins ❑ '... Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin i Subbasln 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,136 4,056 8,680 Acres 0.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 '.. C=((ClxAl)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.68 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default SO user u ate -,� to Mtn. Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business _ -- Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flowlime Single Family o.3s•o.so Multi-family0.60.0.75 _ ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps} (min) Residential(rural) 0,25.0.40 Segment 1:Pipe Flow, '... Apartment Dwelling Areas 0.70 '... a Industrial and Commercial Light areas 0.80 Heavyareas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries o.10•o.zs b 0.007 0.619 1s1 1.6 1.5 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Segment 3:ovetland Sl eet Fiow gV TR-55,<300-ft c A.020 65 0.150 5.7 11.3 ComputedTc= i12.9 User-EnteredTc= 12.9 8 Determine the average rainfall intensity(i)from IDF Curve based on 1 2.58 in/hr 9 Calculate the Post-Development peak discharge(ClPeak) Q�,k 0,84 cis 10 Calculate total runoffvol(V)(for sizing primary storage) '' V 1,127 ft V=Ci(Tc=60)Ax3600 it Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0,60 in Enter Runoff Reduction Vol(95th Percentile=0.60yn x Area x C) Vrr 705 it, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Unimproved areas 0.10.0.30 13 Volume Summary Streets Surface Storage:Pond Asphalt 0.95 tNQ Pond Forebay V 113 Et: Concrete 0.95 Primary Treatment/Storage Basin V '.. 1,015 it, Brick o.95 Roots 0.95 Subsurface Storage travel _ 0.75 t Volurne With 15%Sediment Factor V 1,297! ft' - i fields:Sandysoil Soil Type i Slope A B C D Flat:0.2% 0.04 0,07 I Average:2-6% 0.09 0.12 Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE t EI t P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6.27-16_02.xlsm 6/7/2017,2:24 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e a (Calculate Post Dev_elop m11,ent Flows(forpre-development flows,increase nurt her ofstoralie facilitiesto create new User input in yellow cells. 1 Project Name PD No.1-F-2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 4,867 2,147 0 Acres 0.16 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CixA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.69 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate 16min —i Estimated Runoff Coefficients for Various 5urfact min _ja Type of Surface Runoff_Coefficients"t 8 Determine the average(rainfall intensity i from IDF Curve based on i 2,58 In/hr: Business Y O Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(QPeak). jai'. 0.29 cis Urban neighborhoods 0.50.0.70 Residential a Single Family 0.35.0.50 10 Calculate total runoff vol(V)(forsizing primarysto[ege).. V ' 389' ft Multi-family 0.60-0.75 V Ci(Te=60)Ax3600 Residential(rural) 0.25-0.40 11 Calc date Vo)UnI RiunI Reduction Vrr Apartment d Commercial Areas 0.70 - Industrial and Commercial 'Enter Percentile,Storfn)(95th'percentile=0.60 in): 95th 0,60 in tight areas 0.80 Enterfiunoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr.. 240 it. Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detent fop:Approved Discharge Rate to Surface Wateps(if applicable) cis. playgrounds 0.20-0.35 Railroad yard areas 1 0.20.0.40 13 UplUitle50n17fiary Unimproved areas 0.10.0.30 Streets Surface Storage:Pow Asphalt 0.95 WQPond'FOfebay V 38, ft' Concrete 0.95 Primary Treatment/Storage Basin V 345. ff. Brick 0.95 Roofs 0.95 Subsurface Storag2 ft" Gravel 0.75 Volume With 15%Sediment Factor V 441 Fields:sandy soil soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE I t [p( I i i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:24 PM „ Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate'Po`st Develo,inept Floevs for re=develo'meet flows,increase number of storage facilities to create nevYtab)' P _ � _. User input in yellow cells. 1 Project Name PD No.1-F-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 26,067 1,496 0 Acres 0.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.90 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate .f min _-� Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t siness 8 Determine the average rainfall intensity i from IDF Curve based on i 2.58 in/hF Downtown g Y O Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(CiPeak) Moak 1.48 cis Urban neighborhoods 0.50.0.70 Residential a Single Family 0.35.0.50 10 Calculate total runoff vol(V)(for sizing primary storage) "' V 11977 ff Multi-family 0.60-0.75 �V, Ci"(TC=GD)AR360D; Residential(rural) 0.25-0.40 ,. ., �' Apartment Dwelling Areas 0.70 51 CdICUlate VO�ur-Re of Runoff Iteductien Urr Industrial and Commercial Enierpercentiie Storm'I(95th percentile=0.60In)` 95th 0.60 in Llght areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 11235' ft' Heavy areas 0.90 0-0.25parks,cemeteries 12 Detention:Approved Discharge RatetoSurface Waters� appUcable� cs playgrounds 0,20-0.35 7777777 Railroad yard areas 0.20.0.40 13 Volume 5untmary Unimproved areas 0.10.0.30 Streets Surface Storage>Pond Asphalt 0.95 WQ Pond Forebay U 198 R' Concrete 0.95 Primary Treatment/Storaga Basin V: 1,779 ft crick 0.95 m- Roofs 0.95 Subsurface Storage _ , Gravel 0.75 Volume With 15%Sediment Factor V 2,273 fty Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2.69/ 0.09 0.12 0.15 0. Steep:>S% 0.13 0.18 0.23 0. t Adapted from ASCE E i `t l' I I' P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6.27-16_02.xlsm 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate:Post-Deve�opment,Fiows(I;D p)e=devalopmentflows,fncrease'number ofstorage facilities to create newtab) User input in yellow cells. 1 Project Name PD No.1-F-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 5,410 1,594 9,337 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Te)or use default 10 1 User Calculate Estimated Runoff Coefficients for Various Surface min _ '.� _ Type of Surface Runoff Coefficients"( Business 8 Determine the average rainfall intensity(i)from IDF Curve based 0n i 2.58 in/hr Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(QPeak) Qqrae 0.70 cis Urban neighborhoods 0,50.0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(forsizing primary storage);,, V 939 ft Multi-family 0.60-0.75 U=Ci(Tc=60)Ax3600. Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 11 Calculate Volume Of Runoff Reduction Vrr Industrial and Commercial Enter PercentileStorm;i,(95th percentile=0.60In) 95th 0.60 In Llghtareas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,, 587 ft' Heavy areas 0.90 A proved Discharge Rate to Surface Waters'if a licable cfs Parks,Cemeteries 0.20.0.35 12,Detention: p g 1 . PP ) � Playgrounds 0. 0-o. s Railroad yard areas 0.20.0.40 13'Vofurne Summary Unimproved areas 0.10-0.30 Streets Surface Storage:Pond' 94 it, Asphalt 0.95 V WQ Pond Forebay concrete 0.95 Primary Treatment/Storage Basin V 845 ft' Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 C Volume With IS%Sediment Factor V 1080 ft Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 o.12 0.15 0. I Steep:>690 0.13 0.18 0.23 0. Adapted from ASCE s e "r E i ii I' P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/14/2017,8:57 AM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. s c CCalculate.Post-Development Floiys(for-pre=cJeveloprnenti flows,increase number of storage facilities to'create new tab)"' ,' ' = ;"' " User input in yellow cells. 1 Project Name PD No.1-F-1-F-4 2 Is area drainage basin map provided? YES (mop must he included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 44,480 9,293 18,017 Acres 1.65 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.78 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 —�6] t0 rain. Estimated Runoff Coefficients for Various Surface min �.] - ' Type of Surface Runoff Coefficients"t Business -- Downtown areas 0.70.0.95 '.. Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi75 ID (in) slope(ft/ft) eoeff. Length Manning n Perm (fps) (min) Residential 0.25-0.40 (� P Residential(rural) 0.2S-O.40 segment 1;Pipe flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2:Gutter Shallow Concentrated Flow' Parks,cemeteries 0,10.0.25 b - 0.619 ` Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Segment 3s Overiand sheet Flour By TR-55,<300-ft ; c Computed Tc= 00 User-Entered Tc= 8 Determine the average rainfall intensity(1)from IDF Curve based on i 2.58 in hr 9 Calculate the Post-Development peak discharge(QPeak). Opal.". 3.30 �cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V ' 4,427 fta V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 2,767 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Unimproved areas 0.10.0.30 _ Streets Surface Storage:Pond Asphalt 0.95 WC,Pond Forebay V 443 It, p Concrete 0.95 Primary Treatment/Storage Basin V 3,984 ft' Brick 0.95 Roofs 0.95 Subsurface Storage -----_-- tt Gravel 0.75 Volume With 15%Sediment Factor V 5,091 Fields:Sandy soil Soil Type Slope A B C D Flat:0-27. 0.04 0.07 0.11 0. Average;2-69' 0.09 0.12 0.15 0. Steep:>69'0 0.13 0.18 0.23 0. Adapted from ASCE I i i €i I E i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS 6.27-16_02.xism 6/14/2017,8:57 AM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. am a Y.. ,.; IN .... , CelculatePostDevalo meat-Flotivs.(fotpredevelo inentflows inggase9- !erofstoiage e-,_,tsIt Create'new tab}:: [ .. P. p ._. -__ _ _. User input in yellow cells. 1 Project Name PD No.1-G-1 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100•Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,418 3,901 8,831 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xAl)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 u-ralrulate -l:j 10 Min. Estimated Runoff Coefficients for Various Surface min n Type of Surface _ Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0. Multi-family 0.60.0.0.0.75 ID (in) Slope(ft/ft) coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 '.. Segment 2:GutterShaROW COncenttated Flow Parks,Cemeteries 0.10-0.25 b 0,007 " 0.619 431 1.7 4.21 Playgrounds 0.20.0,35 Railroad yard areas 0.20.0.40 '.. segment 3:,04eriand Sheet Flow ByTR-55,c 300-ft' c 0.020 56 0.150 5.6< 10.1` Computed Tc= 14.3 User-Entered Tc= -14.3 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 2.58 in/hr y Calculate the Post-Development peak discharge(QPeak) CIP,ak i 1.14 Cfs 10 Calculate total runoff vol(V)(for sizing primary storage) ,' V 1,533 ft V 4=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff iReduction Vol(95th Percentile=0.60-in x Area x C) Vrr 958 ft' 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 VolumeSummary Unimproved areas 0.10-0.30 Streets Stirface Storage:Pond Asphalt 0.95 WQ Pond Forebay V 153 ft" Concrete 0.95 Primary Treatment/Storage Basin V 1,379 ft' Brick 0.95 Roofs _ 0,95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 1,763 fC Fields:Sandy soil Soil Type Slope A B C D Flat:0.29. 0.04 0.07 0.11 0. Average:2.691 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xism 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves AND 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. a ;Calcula#e Past DevelopmenF Flows_(for pre=dev"elopmeni flows;i_ncrease;riumber ofscoragefacilites tocreate newtabj' "''"``" , User input in yellow cells. 1 Project Name PD No.1-6.2 2 is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 18,358 1,195 0 Acres 0.45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.90 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User calculatePOMin. min �� Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( 8 Determine the averagecrainfall Intensity i from IDF Curve based on 1 2.58 in/hr Business ty{) Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(QPeak) Q ,F 1.04 cis Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoffvoi(V)(forsizing primary storage)! V 1,893" fta " Multi-family 0.60-0.75 V=Cfi(Tc=60)AX3600` Residential(rural) 0.25-0.40 iolme"of Runoff Reductton Wr Apartment Dwelling Areas i Calculate V u 0.70 "" - Industrial and Commercial Enter Percentile Storm i(95t1i percentile=0,60 in) 95th 0.60 in, Light areas oso Enter Runoff Reduction Vol(95t4 Percentile=0.60.1p z Area x C) V„ 871 ff� Heavy areas oso Parks,Cemeteries 0.10.0.25 f cs12 Detention:Approved DischargeRate to Surace,waters( " .0.35aygrouns . Railroad yard areas 0.20-0.40 13 Volume Sunntary Unimproved areas 0.10-0.30 Streets SurfaceStorage:.Pond '. Asphalt 0.95 WCtI'ond FOrebay' V 139 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,254 it' Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 15f Sediment Factor V 1,602 fk' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE i I C i I 4) r i i 3 P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Develop,en#Flows{for pre=development flows,increase number A s__rage#acilides#a cteme new tab) User input in yellow cells. 1 Project Name PD No.1-G-1-G-2 2 is area drainage basin map provided? YES (mop must be included with stormwotercolculotions) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 31,776 5,096 8,831 Acres 1.05 6 Determine the Weighted Runoff Coefficient(C) 0.95 ' 0.10 0.70 C=[(CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avg 0.81 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 alnua�s_-=f�l to nttn. Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business _ ._......— Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2:GutterShallowconcentratedFlow Parks,Cemeteries 0.10-0.25 b 0.619 Playgrounds 0,20-0.35 Railroad yard areas 0,20.0.40 Segment 3:overland Sheet Flow By TR-55;,c 300-ft c Computed f= 1 0User-Entered4.3 8 determine the average rainfall intensity(1)from IDF Curve based on i 2.58 in hr 9 Calculate the Post-Development peak discharge(Opeak)! C!"Ai. 2.18 cis 10 Calculate total runoff vpl(V)(for sizing primary storage) V 2,926 fta V=Ci(Tr-60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,829 ft, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond forebay V 293 it' Concrete 0.95 Primary Treatment/Storage Basin V 2,633 fT` Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 3,365 ft' Fields:Sandy soil soli Type Slope A 8 C D Flat:0-2% 0.04 0.07 OAL o. Average:2.6% 0.09 0'12 OAS 0. Steep:>6?o 0.13 0.18 0.23 0. Adapted from ASCE I E P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted, e c - e icaiiiiiiite'ppst Oevettipment flows(for pre=developtnent flows increase numberof3.,age facilities to create new tab);= User input in yellow cells. ` 1 Project Name PD No.1-H-1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,492 1,843 11,692 Acres 0.41 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxAi)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10Ill-rakniate min (10 Min. n Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business ""- Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0,50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. length Manning n Perm (fps) (min) Residential(rural) 0.25.0.40 Segment l:Pipe FIOW Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment2i Gutter Shallow Concentrated Flow Parks,Cemeteries 0.10.0.25 b 0.007 1 0,619 225 1.7 2.2 Playgrounds 0.20.0.35 Rallroad yard areas 0.20-0.40 '... Segment3:Overland Sheet FIow,ByTR-55;<300'-ft c -0.020 64 0.150 5:7 112 Computed Tc= 134 User-Entered Tc= "13.4 8 Determine the average rainfall intensity(i)from IDF Curve based on 1 2`i58 in hr y Calculate the Post-Development peak discharge(QPeak) Qp.k 0.75 cis 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,003. ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm,I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 627 ft, 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay V 100 ft Concrete 0.95 Primary Treatment/StorageBasin V 902 ft` Brick 0.95 Roofs _ _ 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 1,153 ft, Fields:Sandy soil Soil Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>6Yo 0.13 0.18 0.23 0. Adapted from ASCE i f P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CAICS_6-27-16 02.xlsm 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 1 ; ;Calculate Post Development Flolvs(for pi'e•developmeptflows,increase number of storage facilities"to create newtab� "��° "' f User input in yellow cells. 1 Project Name PD No.1-H-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,560 1,774 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixAi)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 user Calculate .� 110 Min. _ Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"( Business g Y 8:Determine the average rainfall intensity I)from IDF Curve based on bd 1 2.58 in/hr( Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qyant, 0.27 cis '. Urban neighborhoods 0.50.0.70 Residential Single Family 0.35.0.50 10'calculate total rLmoffvoI(V)(for sizing primary storage), U 358. ft� Multi-family 0.60-0.75 V Ci(TC=60)Ax3600` Residential(ruraq o.2s-o.ao 11 Calculate Volume Of RnnOff RedUCtiOf1 Vfr Apartment Dwelling Areas 0.70 Industrial and Commercial 95th 0.60 in EnterPerceoleStorml'(95thpercentile=0.60in) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile`0,60-in xArea x C) V, `224' ft' Heavy areas 0.90 .12 Detention:A roved Discharge.Rate to Surface Waters'if applicable) cis Parks.Cemeteries 0.10-0.35 A, (� PP ) Playgrounds 0.20-035 Railroad yard areas 0.20.0.40 13 Volume Summary, Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay V:' 36, Concrete 0.95 Primary Treatment/Storage Basin V. 322 ftI' Brick 0.95 Roofs 0.95 Subsurface Storage it 0.75 Volume With 15%Sediment Factor U i A11 ft Fields:Sandy sou Soil Type Slope A B C 0 Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>696 0.13 0.18 0.23 0. Adapted from ASCE i I i t 1 t C P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ICalcuta;e,Post-DevetoprttentF(ows`(for`pre-developmentflows;increasenurtiber of3to`ragefacilities#acreatenewtaaJ'':' " User input in yellow cells. 1 Project Name PD No.1-H-3 2 is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,585 0 17,942 Acres 0.52 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 uvrrairnWte 10 bun. - Estimated Runoff Coefficients for Various Surface min I (� Type of Surface Runoff Coefficients"( Business _ ..- Downtown areas 0.70.0.95 '.. Hydraulic Urban neighborhoods 0.50.0.70 Radius Flow Residential '.. Pipe Size Intercept A/Wet Velocity Flow Time Single Family 0.35-0.50 Multifamily 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow- Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.10•0.25 b 0.630 0.619 174 16.1 0.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0,40 Segment 3i Overland Sheet Flow ByTR-55,<300-ft c 1 40 0.150 5.2 7.Z Computed Tc= 79 User-Entered Tc= ='13.4<' 8'Determine the average;rainfall intensity(1)from IDF Curve based on 1 2.58 in/hr 9 Calculate the Post-Development peak discharge(CtPeak) O.e.,x 1.00 CIS 10 Calculate total runoff vol(V)(for siztng primary storage) V 1,342 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm',I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0,60-in x Area x C) Vrr 839 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WO Pond Forebay V 134 Ft' p Concrete 0.95 Primary Treatment/Storage Basin V 1,208 fY Brick 0.95 Roofs 0.95 Subsurface Storage G ___ravel 5.75 __ Volume With 15%Sediment Factor V 1,S43 It, Fields:Sandy soil soil Type Slope A 8 C D Flat:0-2V. 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:> % 0.13 0.18 0.23 0. Adapted from ASCE P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post Oevetoprrlent Flows(for pre-tlevelopmentflows;inorease number of storage facilities to create newtabj �- ;'' i User input in yellow cells. 1 Project Name PD No.1-H-1-H-3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 13,637 3,617 29,634 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((CSxAi)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.73 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 10 Min. Estimated Runoff Coefficients for Various Surface min Type of Surface Runoff Coefficients"t Business '.. Downtown areas 0.70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID (in) Slope Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment l:"PJpe FIOw Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2i Gutter Shallow,Concentrated Flow Parks,Cemeteries 0.10.0.25 b 0.619 Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 13.4 8'Determine the average rainfall intensity(I)from IDF Curve based on i 258 in hr rt 9 Calculate the Post-Development peak discharge(CtPeak) `.-k 2.02 cfs '.. 10 Calculate total runoff vol(V)jfor sizing primary storage); V 2,702 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm,I(95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,689 fit, 12 Detention:Approved Discharge Rate to Surface Waters(If applicable) cis 13 Volume Summary unimproved areas 0.10-0._30 _ Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay V 270 ft' P Concrete 0.95 Primary Treatment/Storage Basin V 2,432 it' Brick 0.95 Roofs 0.95 Subsurface storage Gravel--- -- - 0.75 -.-- Volume With 15%Sediment Factor V 3,108 ft Fields:sandy soil SoilType - Slope A 8 C D Flat:0.2% 0.04 0.07 0.11 0. Average:2-6 0 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD-CALCS_6-27-16-02.xism 6/7/2017,2:25 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e ttalculafe-Post-Develppment Mows(for pre-development#lows lnrease number of storage facilities tocreate new abj' " User input in yellow cells. 1 Project Name PD No.1-1.1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 6,225 0 9,810 Acres 0.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate e min In. Estimated Runoff Coefficients for Various Surface • Type of Surface Runoff Coefficients"< 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 2.58 In/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Oprak 0.76 cfs Urban neighborhoods 0.50.0.70 Residential Single Family 0.35.0,50 10Calculatetotaifunoffyoi(V)(for Sizing primarystorage)' V 1,014, fta Multi-family 0.60.0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25.0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th. 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 634 ft, Heavy areas 0.90 12 Detention:Approved b)scharge Rake to Surface Waters(if applicable), cfs Parks,cemeteries 0.20-0.25 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 13 Volume Summary Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WQPond Forebay V! 101- fc Concrete 0.95 Primary7reatment/Storage Basin V! 913 W, Brick 0.95 Roofs 0.95 Subsurface Storage. Gravel 0.75 Volume With 15%Sediment Factor V 1,166 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE i I i P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ?Calculate PostiDevelopment FIow3(for pre development flows;increase number of storage fadiities t6create'new tabj User input in yellow cells. _ 1 Project Name PD No.1-1-1 2 Is area drainage basin map provided? YES fmop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,168 14,048 26,036 Acres 1.11 6 Determine the Weighted Runoff Coefficient(C) 0,95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 hisereaicniate —f-A] min I to Min. n Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 '... Hydrate ie Urban neighborhoods 0.50.0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35.0.50 Multi-family 0.60-0.75 ID (in) Slope(ft/ft) Coeff. Length Manning re Perm (fps) (min) Residential(rural) 0.25.0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Guttershallow Concentrated Flow Parts,Cemeteries 010025 b 0.010 0,619 214 2.0 1.8' Playgrounds O.ZO-o.35 Railroad yard areas 0.20.0.40 Segment 3;Overland Sheet Flow ByTR•55,'<300-ft, c 0.020 116 0.150 E4 18.0 Computed Tc= 19.8 User-Entered Tc= "19,8 8 Determine the average rainfall intensity(1)from IDF Curve based an 1 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) cIp'A 137 cis 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,173 fta V,'=Ci(Tr-60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,358 ft- 12 Detention;Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Streets areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay V 217 ft Concrete 0,95 Primary Treatment/Storage Basin V 1,956 ft' Brick 0.95 Roofs 0.95 g Subsurface Stora a �; Gravel -----------0.75 Volume With 15%Sediment Factor V 2,499 Fields:Sandy soil Soil Type `t Slope 5 0D Flat:0.245 . 0.07 ((" 0Average:2.6% 1 0.23 0.Steep:>67 .. Adapted from ASCE t I t P:\37.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. o - I lit I WARMNE11 Calcul1 ME ate Post Development Ffow (for pre developmenffiowS,increase number ofstorage£adlit es to create new tab]"_ , User input in yellow cells. 1 Project Name PD No.1-1-2 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,711 978 0 Acres 0.11 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn)]JA Weighted Avg1 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate min � Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t 8 Determine the average rainfall intensity i from Ill Curve based on i 2.58 in/hr Business g y{] Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge{(!Peak) Qpeak 0.21 cis Urban neighborhoods 0.50.0.70 Residential Single Family 0.35.0.50 10 Calculate total runoff,vol(V)(for sizing primary storage) V`' -?87 fta Multi-family 0.60-0.75 V=C (Tc 60)Az3600 Residential(rural) 0,25.0.40 11 CalCUldte lro111me'ofUnOff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial EnterPec'entilestormJ(95th percentile=0.60in) 95th, 0,60 in Light areas 0.80 Enter Runoff Reduction Voi`(95WPerce6tile=0.60-fn x Area x C) Vrr 180 ft' Heavy areas 0.90 Parks,cemeteries 12 Oetentiol proved Discharge Rate to Surface Waters(if applicable) cfs 0.20.0.35 Playgrounds 0. 0-0. 5 Railroad yard areas 1 0,20.0.40 '... 13 Volume Summary Unimproved areas 0.10.0,30 _ Streets Surface Storage:Pond Asphalt 0.95 WQPond Forebay a 24 ft Concrete 0.95 Primary Treatment/Storage Basin V, 259 ftr Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 331 ft Fields:sandy soil soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steel 0.13 0.18 0.23 0. Adapted from ASCE I i f i I I P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16_02.xism 6J7/2017,2:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate P,o3t Development Flows{for p're,developmentfiows increase number of storage facilities to create new tab) User Input In yellow cells. 1 Project Name PD No.1-1-3 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,627 0 20,245 Acres 0.57 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxA1)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.75 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 �] 10 Min. Estimated Runoff Coefficients for Various Surface min � � ��_] Type of Surface Runoff Coefficients"( Business '.. Downtown areas 0,70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 '.. Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Multi-family 0.60.0.75 ( p Residential(rural) 0.25-0.40 Segment-1:Pipe Flow Apartment Dwelling Areas oao a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 '.. Segment2:GutterShallow Concentrated Flow Parks,Cemeteries 0.10-0.25 b 0.005 0,619 193 1.4 2.4J Playgrounds 0.20.0.35 Railroad yard areas 0.20-0.40 segment 3:overiantl Sheet Flow-By TR-55,'<300'.ft c 0.0201 54 0.150 5.5' 9.8' Computed Tc= 12.1 '_ User-Entered Tc= "12.1 8 Determine the average'rainfall intensity(I)from IDF Curve based on 1 2.58 In hr 9 Calculate the Post-Development peak discharge(QPeak) beak 1.10 cis 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,473 fta V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 921 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 VOitUne Summary Streets areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ,Pond Forebay V 147 Ft Concrete 0.95 Primary Treatment/Storage Basin V 1,326 W Brick 095 Roofs ____ 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 1,694 ft' Fields:Sandy soil Soil Type j - Slope A B C D Flat:0-2% 0,04 0.07 0.11 0- Ave rage:2.6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. � Adapted from ASCE P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/7/2017,2:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. )Calculate Post-Developr8eni flows{for pre-=developmentflows,incre-ase numtier ofstor�ige facilities tocreate peyr tab) ; " "' ' User input in yellow cells. 1 Project Name PD No.1-J-1-1-3 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 S Area of Drainage Subbasin(SF or Acres) SF 16,506 15,026 46,281 Acres 1.79 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CSxAl)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 late -1 ej 10 Min. Estimated Runoff Coefficients for Various Surfaci min w] Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic urban neighborhoods 0.50-0.70 :. Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi.fama 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:,Pi e.Flovv Apartment Dwelling Areas OJO Industrial and Commercial a Light areas 0.80 Heavy areas 0.90 Segment2 GutterShailow Concentrated Flow Parks,Cemeteries 0,10.0.25 b 0,619 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Segment 3:Overland Sheet Flow By TR-55,S 300-ft c Computed Tc= 0.0 User-Entered Tc= 19.8 8 Determine the average rainfall intensity(1)from IDF Curve based on 1 2.18 in hr 9 Calculate the Post-Development peak discharge(QPeak) QP,A 2.48 cis 10 Calculate total runoff vol{U)(for sizing primary storage) V 3,934 ft3 V`Ci(Tc=60)Ax3600 11 Calculate Volumeof Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,459 fit' i 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfS 13 Volume Summary unimproved areas 0.10•0.30 Streets Surface Storage:Pond Asphalt 095 WQ Pond Forebay V 393 R Concrete 0.95 Primary Treatment/StorageBasin V 3,540 ft Brick 0.95 Roofs 0.95 Gravel Subsurface Storage 0.75 Volume With 15%Sediment Factoi V 4,524 ft Fields:Sandy soil Soil Type [ Slope A B C D Fiat:0-2% 0,04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>61>. 0.13 0.18 0.23 0. Adapted from ASCE i [I€' I, P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16 02.xlsm 6/7/2017,2:26 PM €' Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ;Calculate F'os#-Developmenf„Flows{forpre-tlevelopment flows•increase numtier of`storage'fadiities to2'reate nevi tab)`; ; , User Input in yellow cells. 1 Project Name PD No.1-K-1 2 Is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ '... Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 11,705' 7,241 24,093 Acres 0.99 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixA1)+(C2xA2)+(CnxAn)j/A Weighted Avg1 0.67 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 I �l to run. Estimated Runoff Coefficients for Various 5urfaci min F-� - Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 LA/Wet Urban neighborhoods 0.50-0.70 Flow Residential 50 Pipe Size Intercept Velocity V Flow Time single family 0.60.0.75Muiti•famlly 0.60.0.75ID (in) Slope(ft/ft) Coeff. Length Manning n (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 '.. Segment2:Gutter Shallow Concentrated Flow Parks,Cemeteries o.io•o.__>s b 0 004 0.619 145 13 1:9 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 ,Segment 3:Otrerlantl5heetflow8 TR-55,<300•ft c b.020 116' 0.150 6.4 18.0 Computed Tc= 19.9 User-Entered Tc= 19.9 8 Determine the average rainfall intensity(1)from IDF Curve based on r1 1 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Q,.1' 1.44 cis 10 Calculate total runoff vol(V)(for sizing primary storage) V' 2,278 fts V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm iI(95th percentile=0.60in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60•in x Area x C) V. 1,424 w 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis 13 Volume Summary Unimproved areas '0,10.0.30 Streets Surface Storage:Pond' Asphalt 0.95 WQ Pond Forebay V 228 it Concrete 0.95 Primary Treatment/Storage Basin V 2,050 fr Brick 0.95 Roofs 0.95 Subsurface Storage Gravel --- - 0.7s - - -- Volume With 15%Sediment Factor V 2,619 Fields:Sandy soil Soil Type - Slope A 8 C D Flat:0.2l 0.04 0.07 0.11 0. Average:2.6M 0.09 0.12 0.15 0. steep:>67o 0.13 0.18 0.23 0, Adapted from ASCE I i i I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6.27-16_02.xism 6/13/2017,126 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. e iCalculatePosY-Develppmen[Flows(forpie-developFnentflows,i%tcreasehumberofs#oragefacilitiestocreatenewtab) `` `" User input in yellow cells. 1 Project Name PD No.1-K-2 2 is area drainage basin map provided? YES (mop must be included with stormwoter colculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 click to show more Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin i Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,945 1,272 0 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(C1xA1)+(C2xA2)+(CnxAn)j/A Weighted Avg 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 0serto ttinalculate 4 min I v Estimated Runoff Coefficients for Various Surfaci Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity i from IDF Curve based on 1 2,58 in/hr Business g Y O Downtown areas 0.70.0.95 9 Calculate the Post-Development peak discharge(QPeak) ONax 0,34 cfs Urban neighborhoods 0.50.0.70 Residential s Single Family 0.35.0.50 10 Calculate total runoff uol(V)(forsizing primary storage) V 458 ft Multi-family 0,60-0.75 =CI(TC=60)AX3GOD. Residential(rural) 0.25-0.40 U 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 1 0.60 in Light areas 0.80 Enter Runoff Reductions Vol(95th Percentile=0.60-in x Atea x C) V1, 286 n- Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.20-0.35 pp $ Pp ) Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0.95 WQPondForebay V 46 ft Concrete 0.95 Primary Treatment/StorageBasin V 412 W Brick 0.95 Roofs 0.95 Subsurface Storage W Gravel 0.75 Volume With 15%Sediment Factor V 527 Fields:Sandy soil soil Type Slope A 8 i C D Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE I 1 E 6/13/2017,1:26 PM P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CAICS_6-27-16_02.xism Version 8.8,June 2016 With New IDF Curves 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 Engineers calculation methodology.These calculations shall establish a minimum requirement.The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. ICalcfi(ate Post-Deveiripmer%t Flows(for pre-developrtienk flows,increase;number,if stoirage facilities to creme riew tab) "' User input in yellow cells, 1 Project Name PD No.1-K-3 2 Is area drainage basin map provided? YES (mop must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,809 1,924 7,276 Acres 0.34 6 Determine the Weighted Runoff Coefficient(C) 0195 0.10 0.70 C=((C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.72 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 s to Min. Estimated Runoff Coefficients for Various Surface min � uJ Type of Surface _ Runoff Coefficients"( Business '.. Downtown areas 0.70-0.95 '.. Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 Multifamily 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe flow Apartment Dwelling Areas 0.70 Industrial and Commercial a Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow, Parks,Cemeteries 0.10-0.25 b 0.004 0.619 261 1.3 3:4 Playgrounds 0.20.0.35 Railroad yard areas 0.20.0.40 Segment 3:Overland Sheet Flow By TR-55,-`300-ft c 0.020 57 0.150 5.6 10.2 Computed Tc= 136 User-Entered Tc= '13.6 8'Determine:the average rainfall Intensity(1)from IDF Curve based on 1 2.58 in hr 8 Calculate the Post-Development peak discharge(QPeak)' Op<,kl 0.64 cfs 10 Calculate total runoff Vol(V)(for sizing primary storage)', V 857 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm (95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 536 ft' 12 Detention:Approved Discharge Rate to Surface Waters(If applicable) CIS 13 Volume Summary unimproved areas 0.10-0.30 e:Pond streets Surface Stoia g Asphalt 0.95 WQ.Pond Fri V 86 ft" Concrete 0.95 Primary Treatment/StorageBasin V 771 it' Brick 0,95 Roofs _ 0.95 Subsurface Storage Gravel 0.75 Volume With 15%Sediment Factor V 986 it, Fields:Sandy soil soil Type Slope A B C D t Flat:0-2% 0.04 0.07 0.11 0. Average:2.6% 0.09 0.12 0.15 0. [ Steep:>69' 0.13 0.18 0.23 0. Adapted from ASCE t P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16_02.xlsm 6/7/2017,2:26 PM €, Version 8.8,June 2016 With New IDF Curves e 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. 5 �tdlcolae Pgst-Development Floi+vs(for pre=development flows;3perease nuinber'of stiirage fadliiles to create new Lab) "" "" -` "" User input in yellow cells. 1 Project Name PD No.1-K-4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ '.. Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) 5F 6,080 9,247 Acres 0.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((C1xAi)+(C2xA2)+(CnxAn))/A Weighted Avgl 0.80 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 1 User Calculate s) min II•��-----__�� Estimated Runoff Coefficients for Various Surfau Type of Surface I Runoff Coefficients"t Business 8 Determine the average rainfall intensity(i)from IDF Curve based on 1 2,58, in/hr Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CtPeak) QPcA. 0.73 cis Urban neighborhoods 0.50.0.70 Residential Single Family 0.35.0.50 10 Calculate total runoff"uol(V)(for sizing primary storage) V 972 ft Multi-family 0.60.0.75 U=Ci(Tc=60)Ax3600�," Residential(rural) 0.25-0.40 Apartment Dwelling Areas 0.70 11 Calculate m Volue O RUf Off Reduction Vrr ." e Industrial and Commercial Enter Percentile Storm I(95th percentile=060 in) 95th 0.60',In Light areas 0.80 Enter Runoff Reduction Vol(95th Percen81e=0,60-in x Area x C) Vr1 607 ft' Heavy areas 0.90 Parks,Cemeteries 0.10.0.25 12.0'etention:Approved Discharge Rate to surface Waters(ifepplicabie) cis" Playgrounds o.20-0.35 Railroad yard areas 0.20.0,40 _ 13 Volume Summary Unimproved areas 0.10.0.30 Streets Surface Storage:Pond Asphalt 0.95 W40orldForebay, V 97 f# Concrete 0.95 PrimaryTreatmerit/Storage Basin V $75 ft'' Brick 0.95 Roofs 0.95 Subsurface Storage Gravel 0.75 Volume With 15"1 Sediment Factor V+ 1,11$ ft' Fields:Sandy soil Soft Type Slope A B C D Flat:0.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Stee :>6% 0.13 0.18 0.23 0. Adapted from ASCE i s t F i l P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/7/2017,2:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. iCaiculate Post Aatielopmen[flows,{for pre-development flows;increase iiorrbet"of storage fadlities to_'create nevi tab) } User input in yellow cells. ' 1 Project Name PD No.1-K-1-K-4 2 Is area drainage basin map provided? YES (mop must be included with stormwoter calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to show More subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,539 10,437 40,616 Acres 1.85 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=[(CixAi)+(C2xA2)+(CnxAn))/A Weighted Avg1 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 Mate�a 10 Min. Estimated Runoff Coefficients for Various Surfac- min Type of Surface Runoff Coefficients"( Business-- -- Downtown areas 0,70.0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time single Family 0.35•0.50 Multi-family 0.60.0.75 ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 industrial and Commercial a Light areas 0.80 Heavy areas 0.90 Segment2:Gutter5hallow Concentrated flow Parks,Cemeteries 0.10.0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 Segment 3:Ove nand Sheet Flow ey TR-S5,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.9 8(Determine the average rainfall intensity(1)from IDF Curve based on 1 2 18 in hr 9 Calculate the Post-Development peak discharge(QPeak). Q,p.k'! 2.88 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,565 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 060 in Enter Runoff Reduction Vol(95th Percentile=0.60•in x Area x C) Vrr 2,853 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis j13 Volume SummaryUnimproved areas 0.10-0.30 Streets Surface Storage:Pond Asphalt 0.95 WQ Pond Forebay V 456 fk' Concrete 0.95 Primary Treatment/Storage Basin V 4,108 ft' wick 0.95 Roofs 0.95 Gravel Subsurface Storage — ..----.-.- ------ -_._ I ft 0.75 Volume With 15%Sediment Factor V 5,250 fields:Sandy soil Soil Type slope A 9 C D Flat:0.2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0,18 0.23 O. Adaptedfrom ASCE i t €5 I Ei P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16 02.xism 6/13/2017,1:26 PM Version 8.8,June 2016 With New IDF Curves 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 Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. a 1 iCalculate Post Development Flows(for pre?developrrterihflows,"increase number of stiolag_e facilities#o create new tab)="" I User input in yellow cells. 1 Project Name PD No.1-L-1 2 is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,058 22,371 24,032 Acres 1.27 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.70 C=((ClxAl)+(C2%A2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 11-raLmlate -l�_:] iB rain. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Pipe Size Intercept A/Wet Velocity V Flow Time Single Family 0.35.0.50 p P o.60.0.75 Multi-family ID (in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) {min) Residential(rural) 0.25.0.40 '. Segmentl;Pipe flow Apartment Dwelling Areas 0.70 Industrial and Commercial a Light areas 0.80 Heavy areas 0.90 Segment2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0,10.0.25 b 0.007 0.619 242 1.7 24 Playgrounds 0.20-0.35 Railroad yard areas 0.20.0.40 Segment3;Overland Sheet Flow ByTR-55,<300-ft. c 0.020 140 0.150 6.7 209 ComputedTc= User-Entered Tc 8 Determine the average rainfall intensity(1)from IDF Curve based on r�1 ' 181 in hr 9 Calculate the Post-Development peak discharge(QPeak) opt.k 1.15 cfS 10 Calculate total runoff vol(V)(for sizing primary storage), V 2,195 ft V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60In) 95th 0,60 in Enter Runoff Reduction Vol(95th:Percentile=0.60-in x Area x C) Vrr 1,372 ft 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) CIS 13 Volume Summary Unimproved areas 0.10-0.30 Streets Surface Storage:Pond' Asphalt 0.95 WQ Pond Forebay V 219 ft' Concrete 0.95 i Primary Treatment/Storage Basin V 1,975 ft, Brick 0.95 Roofs 0.95 ( Subsurface Storage Gravel -- ------- - - fi 0.75 i Volume With 15%Sediment Factor V 2,524 Fields:Sandy soil Soil Type (i ( - Slope A B C D (( Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>690 10.13 0.18 0.23 0. € Adapted from ASCE 1 I I E E t E E P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:27 PM I Version 8.8,June 2016 With New IDF Curves SAND AND GREASE TRAP CALCULATIONS i I i E E ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#1 2 Enter number of Sand/Grease Traps(25 max) 5 Baffle Throat Velocity Is the Number of Peak Flow 2 Vault Size Spacing width Area(ft ) 0.5,fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.21 20 48 6.67 0.18 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 ' 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i i € i i t i I I I i i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/14/2017,8:11 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#2A&26 2 Enter number of Sand/Grease Traps(25 max) 5 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area(ft) 0.5'fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 2 5.43 20 48 13.33 0.41 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, I BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i i I �I 4 i [I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/14/2017,8:12 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. 51 User input in yellow cells. 1 Project Name SGT#3 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size S/G Traps Q-cfs Spacing width Area(ft ) Z 0.5 fps Velocity (inch) (inch) max. 'ok? 1000 G 1 2.74 20 48 6.67 0.41 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, ; BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 - n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 I i I z E F i i I i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/14/2017,8:11 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#4 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity is the 'Vault Size Spacing width Area(ft) 2 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 3 20 48 6.67 0.45 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 505 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 I E (E E{ {pt i P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/14/2017,8:11 AM i Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#5 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity is the `2 Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.54 20 48 6.67 0.38 Reference for Throat widths(inch) ADS Boise Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i EI t t ip E, P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/14/2017,8:11 AM Version 8.8,June 2016 With New IDF Curves II ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#6 2 Enter number of Sand/Grease Traps(25 max) 7 Baffle Throat Velocity Is the Number of Peak Flow 2 Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) -(inch) max. ok? 1000 G 1 3.3 20 48 6.67 0.50 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 505 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i C f I C t: t P P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/14/2017,9:00 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#7 2 Enter number of Sand/Grease Traps(25 max) 6 Baffle Throat Velocity is the Number of Peak Flow z Vault Size Spacing width Area(ft ) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.18 20 48 6.67 0.33 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 1 WQU1500 n/a n/a 60 I i i t i i i i i I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/14/2017,8:13 AM Version 8.8,June 2016 With New IDF Curves RCHD Calculation Sheet for Sand/Grease Traps 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 accepted. ME E1121 User input in yellow cells. 1 Project Name SGT#8 2 Enter number of Sand/Grease Traps(25 max) 6 Baffle Throat Velocity Is the Number of Peak Flow z Vault Size Spacing width Area(ft ) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.02 20 48 6.67 0.30 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a '' n/a 60 i i i I I; i 1= P:\17-075\Documents\Reports\Storm Drain age\ACHD_SD_CALCS_6-27-16_02.xlsm 6/14/2017,8:13 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease 'Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#9 2 Enter number of Sand/Grease Traps(25 max) 6 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftz) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 0.76 20 48 6.67 0.11 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 5015 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 I l I i i i I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/14/2017,8:13 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#10 2 Enter number of Sand/Grease Traps(25 max) 6 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area(ft2) 0.5 fps Velocity S/G Traps Q-cfs L (inch) (inch) max. ON? 1000 G 1 2.48 20 48 6.67 0.37 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i i i i r P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/14/2017,8:13 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#11 2 Enter number of Sand/Grease Traps(25 max) 6 Baffle Throat Velocity Is the z 0.5 fps Velocity Vault Size Number of Peak Flow Spacing width Area(ft) p S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 2.88 20 48 6.67 0.43 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1600 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i 1 l I I P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/14/2017,8:13 AM i Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sand/Grease Traps 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 accepted. User input in yellow cells. 1 Project Name SGT#12 2 Enter number of Sand/Grease Traps(25 max) 7 Number of Peak Flow Baffle Throat Velocity Is the 2 Vault Size Spacing width Area(ft) 0.5 fps Velocity S/G Traps Q-cfs (inch) (inch) max. ok? 1000 G 1 1.15 20 48 6.67 0.17 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 i I i f I i E I i i tFt P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/14/2017,8:13 AM Version 8.8,June 2016 With New IDF Curves INLET AND GUTTER CAPACITIES i i r E { f E pCS Ei I t Hydraulic Analysis Report Project Data Project Title: Paramount Director Subdivision No. 1 Designer: LCK Project Date: Tuesday, June 07, 2016 Project Units: U.S. Customary Units Notes: i I E E fi l I j Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0051 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.6400 cfs Gutter Result Parameters Width of Spread: 6.7995 ft Gutter Depression: 0.4701 in Area of Flow: 0.4852 ft^2 Eo (Gutter Flow to Total Flow): 0.4565 Gutter Depth at Curb: 2.1020 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft I Effective Perimeter: 4.6040 ft j Area: 2.3842 ft"2 j Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1290 ft Computed Width of Spread at Sag: 6.0545 ft Flow type: Weir Flow Efficiency: 1.0000 i I t { I Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0051 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.5600 cfs Gutter Result Parameters Width of Spread: 6.4390 ft Gutter Depression: 0.4701 in Area of Flow: 0.4375 ft^2 Eo-(Gutter Flow to Total Flow): 0.4794 Gutter Depth at Curb: 2.0155 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft f Area: 2.3842 ft^2 i E Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1180 ft Computed Width of Spread at Sag: 5.5051 ft Flow type: Weir Flow Efficiency: 1.0000 E Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.6500 cfs Gutter Result Parameters Width of Spread: 10.3813 ft Gutter Depression: 0.4701 in Area of Flow: 1.1006 ft12 Eo (Gutter Flow to Total Flow): 0.3060 Gutter Depth at Curb: 2.9616 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in I Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft12 Effective Area: 2.3842 ft12 Depth at center of grate: 0.2426 ft Computed Width of Spread at Sag: 11.7321 ft Flow type: Weir Flow Efficiency: 1.0000 I i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.5200 cfs Gutter Result Parameters Width of Spread: 10.0553 ft Gutter Depression: 0.4701 in Area of Flow: 1.0339 ft12 Eo (Gutter Flow to Total Flow): 0.3157 Gutter Depth at Curb: 2.8834 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 i Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft c Effective Perimeter: 4.6040 ft E Area: 2.3842 ft^2 I Effective Area: 2.3842 ft^2 Depth at center of grate: 0.2296 ft Computed Width of Spread at Sag: 11.0864 ft Flow type: Weir Flow Efficiency: 1.0000 i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 5 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0045 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.8300 cfs Gutter Result Parameters Width of Spread: 7.7420 ft Gutter Depression: 0.4701 in Area of Flow: 0.6222 ft12 Eo (Gutter Flow to Total Flow): 0.4052 Gutter Depth at Curb: 2.3282 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 C r Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1534 ft Computed Width of Spread at Sag: 7.2751 ft Flow type: Weir Flow ' Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 6 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0045 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.2000 cfs Gutter Result Parameters Width of Spread: 4.2558 ft Gutter Depression: 0.4701 in Area of Flow: 0.2040 ft^2 Eo (Gutter Flow to Total Flow): 0.6712 Gutter Depth at Curb: 1.4915 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in l i Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft E Area: 2.3842 ft"2 E Effective Area: 2.3842 ft12 Depth at center of grate: 0.0594 ft Computed Width of Spread at Sag: 2.5745 ft Flow type: Weir Flow Efficiency: 1.0000 i i I' Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 7 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0066 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.8500 cfs Gutter Result Parameters Width of Spread: 7.2388 ft Gutter Depression: 0.4701 in Area of Flow: 0.5469 ft^2 Eo (Gutter Flow to Total Flow): 0.4312 Gutter Depth at Curb: 2.2074 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in i I Inlet Result Parameters Perimeter: 4.6040 ft ` Effective Perimeter: 4.6040 ft Area: 2.3842 ft12 Effective Area: 2.3842 ft12 Depth at center of grate: 0.1559 ft Computed Width of Spread at Sag: 7.3978 ft Flow type: Weir Flow Efficiency: 1.0000 I+ Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 8 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0066 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.3200 cfs Gutter Result Parameters Width of Spread: 4.8164 ft Gutter Depression: 0.4701 in Area of Flow: 0.2548 f A2 Eo (Gutter Flow to Total Flow): 0.6116 Gutter Depth at Curb: 1.6260 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.0813 ft Computed Width of Spread at Sag: 3.6676 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 9 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.4400 cfs Gutter Result Parameters Width of Spread: 9.0950 ft Gutter Depression: 0.4701 in Area of Flow: 0.8501 ft"2 Eo (Gutter Flow to Total Flow): 0.3479 Gutter Depth at Curb: 2.6529 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate i Grate Type: P - 1-7/8 f Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 0.7393 cfs c Bypass Flow: 0.7007 cfs Approach Velocity: 1.6940 ft/s t Splash-over Velocity: 8.6745 ft/s Efficiency: 0.5134 I C t [4t[ E t Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 10 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0060 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.7900 cfs Gutter Result Parameters Width of Spread: 7.1647 ft Gutter Depression: 0.4701 in Area of Flow: 0.5362 ft12 Eo (Gutter Flow to Total Flow): 0.4353 Gutter Depth at Curb: 2.1896 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft E Local Depression: 0.0000 in i Inlet Result Parameters i Intercepted Flow: 0.4796 cfs Bypass Flow: 0.3104 cfs Approach Velocity: 1.4734 ft/s Splash-over Velocity: 8.6745 ft/s Efficiency: 0.6071 i t{�t F' I 'i r; t t Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 11 Motes: Gutter Input Parameters Longitudinal Slope of Road: 0.0042 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.0300 cfs Gutter Result Parameters Width of Spread: 8.5509 ft Gutter Depression: 0.4701 in Area of Flow: 0.7540 ft^2 Eo (Gutter Flow to Total Flow): 0.3690 Gutter Depth at Curb: 2.5223 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in i Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft12 Depth at center of grate: 0.1772 ft Computed Width of Spread at Sag: 8.4625 ft Flow type: Weir Flow t Efficiency: 1.0000 i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 12 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0042 fUft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 fUft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.4000 cfs Gutter Result Parameters Width of Spread: 5.8324 ft Gutter Depression: 0.4701 in Area of Flow: 0.3630 ft12 Eo (Gutter Flow to Total Flow): 0.5226 Gutter Depth at Curb: 1.8699 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft r Area: 2.3842 ft12 Effective Area: 2.3842 ft12 I Depth at center of grate: 0.0943 ft Computed Width of Spread at Sag: 4.3194 ft Flow type: Weir Flow Efficiency: 1.0000 (t I j Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 13 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0100 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.8400 cfs Gutter Result Parameters Width of Spread: 6.6227 ft Gutter Depression: 0.4701 in Area of Flow: 0.4615 ft"2 Eo (Gutter Flow to Total Flow): 0.4675 Gutter Depth at Curb: 2.0596 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in i i Inlet Result Parameters i j Perimeter: 4.6040 ft { Effective Perimeter: 4.6040 ft s Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 f Depth at center of grate: 0.1546 ft Computed Width of Spread at Sag: 7.3366 ft Flow type: Weir Flow Efficiency: 1.0000 i t Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 14 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0100 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.2900 cfs Gutter Result Parameters Width of Spread: 4.2026 ft Gutter Depression: 0.4701 in Area of Flow: 0.1995 ft^2 Eo (Gutter Flow to Total Flow): 0.6772 Gutter Depth at Curb: 1.4787 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 i Effective Area: 2.3842 ft^2 Depth at center of grate: 0.0761 ft j Computed Width of Spread at Sag: 3.4095 ft Flow type: Weir Flow I Efficiency: 1.0000 i i E Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 15 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.7000 cfs Gutter Result Parameters Width of Spread: 7.4043 ft Gutter Depression: 0.4701 in Area of Flow: 0.5711 ft^2 Eo (Gutter Flow to Total Flow): 0.4223 Gutter Depth at Curb: 2.2471 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft j Area: 2.3842 ft12 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.1369 ft Computed Width of Spread at Sag: 6.4516 ft Flow type: Weir Flow i Efficiency: 1.0000 i i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 16 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.4800 cfs Gutter Result Parameters Width of Spread: 9.9514 ft Gutter Depression: 0.4701 in Area of Flow: 1.0132 ft^2 Eo (Gutter Flow to Total Flow): 0.3189 Gutter Depth at Curb: 2.8584 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 I [ Effective Area: 2.3842 ft^2 F Depth at center of grate: 0.2256 ft Computed Width of Spread at Sag: 10.8840 ft i Flow type: Weir Flow I Efficiency: 1.0000 i l r Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 17 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.4800 cfs Gutter Result Parameters Width of Spread: 9.9514 ft Gutter Depression: 0.4701 in Area of Flow: 1.0132 ft^2 Eo (Gutter Flow to Total Flow): 0.3189 Gutter Depth at Curb: 2.8584 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 0.7820 cfs Bypass Flow: 0.6980 cfs Approach Velocity: 1.4608 ft/s Splash-over Velocity: 8.6745 ft/s i Efficiency: 0.5284 I I f E (E E f I [i i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 18 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.1400 cfs Gutter Result Parameters Width of Spread: 8.9854 ft Gutter Depression: 0.4701 in Area of Flow: 0.8302 ft^2 Eo (Gutter Flow to Total Flow): 0.3520 Gutter Depth at Curb: 2.6266 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft12 Depth at center of grate: 0.1896 ft Computed Width of Spread at Sag: 9.0825 ft Flow type: Weir Flow Efficiency: 1.0000 i E Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 19 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.0400 cfs Gutter Result Parameters Width of Spread: 8.6665 ft Gutter Depression: 0.4701 in Area of Flow: 0.7739 ft^2 Eo (Gutter Flow to Total Flow): 0.3643 Gutter Depth at Curb: 2.5501 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft"2 Effective Area: 2.3842 ft"2 Depth at center of grate: 0.1783 ft Computed Width of Spread at Sag: 8.5198 ft Flow type: Weir Flow Efficiency: 1.0000 i E E I t Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 20 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0066 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.7500 cfs Gutter Result Parameters Width of Spread: 6.8819 ft Gutter Depression: 0.4701 in Area of Flow: 0.4965 ft12 Eo (Gutter Flow to Total Flow): 0.4516 Gutter Depth at Curb: 2.1218 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in i Inlet Result Parameters Intercepted Flow: 0.4600 cfs Bypass Flow: 0.2900 cfs Approach Velocity: 1.5107 ft/s E Splash-over Velocity: 8.6745 ft/s Efficiency: 0.6133 i i pj 1 i Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 21 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0066 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.3400 cfs Gutter Result Parameters Width of Spread: 4.9450 ft Gutter Depression: 0.4701 in Area of Flow: 0.2674 ft12 Eo (Gutter Flow to Total Flow): 0.5990 Gutter Depth at Curb: 1.6569 in Inlet Input Parameters Inlet Location: Inlet on Grade Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Intercepted Flow: 0.2532 cfs j Bypass Flow: 0.0868 cfs Approach Velocity: 1.2715 ft/s Splash-over Velocity: 8.6745 ft/s Efficiency: 0.7446 i i i E t E Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 22 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 1.3700 cfs Gutter Result Parameters Width of Spread: 9.6561 ft Gutter Depression: 0.4701 in Area of Flow: 0.9553 ft^2 Eo (Gutter Flow to Total Flow): 0.3284 Gutter Depth at Curb: 2.7876 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate z Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.2143 ft j Computed Width of Spread at Sag: 10.3180 ft Flow type: Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - Inlet 23 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0040 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0536 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Design Flow: 0.2100 cfs Gutter Result Parameters Width of Spread: 4.4668 ft Gutter Depression: 0.4701 in Area of Flow: 0.2224 ft^2 Eo (Gutter Flow to Total Flow): 0.6478 Gutter Depth at Curb: 1.5421 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.1670 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.6040 ft i Effective Perimeter: 4.6040 ft Area: 2.3842 ft^2 Effective Area: 2.3842 ft^2 Depth at center of grate: 0.0614 ft Computed Width of Spread at Sag: 2.6727 ft Flow type: Weir Flow r j' Efficiency: 1.0000 i ChannOReport Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Wednesday,Jun 14 2017 Alley Cross Section Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.20 Total Depth (ft) = 0.20 Q (cfs) = 3.372 Area (sqft) = 2.00 Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.69 Slope (%) = 0.40 Wetted Perim (ft) = 20.00 N-Value = 0.012 Crit Depth, Yc (ft) = 0.20 Top Width (ft) = 20.00 Calculations EGL (ft) = 0.24 Compute by: Known Depth Known Depth (ft) = 0.20 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 I 100.25 0.25 100.00 0.00 l 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) SEEPAGE BE® CALCULATIONS i E t ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development evelopt flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1-Ad,A-2,Bed 1 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.70 Link to: QIVZ 5 Area A(Acres) 0.67 acres I QN3 OAO cis V4 Q, v 6 Approved discharge rate(if applicable) vs 7 Design Vol W/15%Sediment V 1,866 ft3 8 Set Total Design Width of All Drain Rock W 10.0 it 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids CIA 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design infiltration Rate(8 in/hrmax) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3601),READ if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 40.2 Oft Spf=Apf=WxD-Ap,,(pjp,xVoids+1/2 Perf_Area 15 Calculate Design length L 46 ft Override Vofue Required for Chambers 16 Variable infiltration Window L SWL 46 it 17 Variable Infiltration Window W SWW 10.0 it 18 Time to Drain 10,8 hours 90%volume in 48-hours minimum _ s 19 Length of WQ&Overflow Perf Pipes 46 ft I 20 Perf Pipe Checks.Qperf—Qpeak; on-aim where Qperf CdxAxv(2xgxH) "OptionalSlorage Chatr)b9M211, 2150 - i Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 I 2 Volume to Store V 0 ft' 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2:50 ft Installed Chamber Height Ch 7:12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 't 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD CALCS_6-27-16.xism 6/7/2017,3:23 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1-B-1-B-5,Bed 2 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.72 Link to: Q Vv6 —�q 5 Area A(Acres) 2.91 acres Qv7 6 Approved discharge rate(if applicable) 0.00 cis V8 0 7 Design Vol W/15%Sediment V 8,310 fe 8 Set Total Design Width of A[1 0rain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 12.0 At Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5'-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/fir 12 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360%READ if Q300>3.3 cfs in 14 Calculate Total Storage per Foot Spf 48:2 ft3/ft Spf=Apf=WxD-Apz,I_P,,,xVolds+1/2 Perf_Area 15 Calculate Design Length L 174 ft Override Value Required for Chambers 16 Variable infiltration Window L SWL 174 ft 17 Variable Infiltration Window SWW 10.0 ft 18 Time to Drain 13.0 hours 90%volume in 48-hours minimum ¢n Cjt 19 Length of WQ&Overflow Perf Pipes 174 ft 20 Perf Pipe Checks.Qperf>=Qpeak; O where Qperf CdxAxV(2xgxH) Note:This assumes chambers are organized in a rectangular layout. i-StormTech, I 1 Type of Chambers SC740 3 2 Volume to Store V 0 ft I _ 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft E Installed Chamber Height Ch 7,12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,3:23 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QN"tab e Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1-C-1-C-3,Bed 3 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.73 Unk to: Qv10 5 Area A(Acres) 1.45 acres QVlI 6 Approved discharge rate(if applicable) 0.00'cis v12 7 Design Vol W/15%Sediment V 4,223' ft3 8 Set Total Design Width of All Drain Rock W 10.0 It 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),REQD if Q100>3.3 cis m 14 Calculate Total Storage per Foot Spf 40,2 Oft Spf=Apf=WxD-Ap„i p,,,xVoids+1/2 Perf—Area 15 Calculate Design Length L 10.5 ft Override Value Required forChambers 16 Variable Infiltration Window L SWL 105 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 10:8 hours 90%volume in 48-hours minimum MEMM 19 Length of WQ&Overflow Perf Pipes 105 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf CdxAxv(2xgxH) I I Q .. .,�.v,- Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, i Type of Chambers SC740 c 2 Volume to Store V 0 ft; i € 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 It Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit I 7 Total Number of Units Required 0 ea i i 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr i' 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD SD_CALCS_6-27-16.xism 6/7/2017,3:23 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab MEE Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1-D-1-D-3,Bed 4 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 1D0 4 Weighted Runoff Coefficient 0.66 Unkto: QV13 �- S Area A(Acres) 2.59 acres QV15 6 Approved discharge rate(if applicable) 0.00 cis V16 7 Design Vol W/15%Sediment V 5,468 W 8 Set Total Design Width of All Drain Rock W 10.0 It 9 Set Total Design Depth of All Drain Rock D 10.0 It Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hrmax) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 40.2 ft3/ft Spf=Apf=WxD-Ap,,I pl,,xVoids+1/2 Perf Area 15 Calculate Design Length L 136 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 136 ft 17 Variable Infiltration Window W SWW 10.0 ft t 18 Time to Drain 10.8 hours r 90:6 volume in 48-hours minimum "OAS 19 Length of WQ&Overflow Perf Pipes 136 It 20 Perf Pipe Checks.Qperf—Qpeak; Q bra¢ where Qperf CdxAxv(2xgxH) - Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 ' 0 ft3 I' 2 Volume to Store V 3 Installed Chamber Width Cw 4.25 ft installed Chamber Depth Cd 2.50 It Installed Chamber Height Ch 7.12 ft I' 4 Chamber Void Factor l 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required p ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16.xlsm 6/7/2017,3:23 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1-E-1-E-3,Bed 5 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0,73 Link to: Q•V17 Q,Vi9 5 Area A(Acres) 1.35 acres Q,V19 6 Approved discharge rate(if applicable) 0.00 cfs V20 7 Design Vol W/1S%Sediment V 3,906 ft, 8 Set Total Design Width of All Drain Rock W 10.0 It 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1:5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in, 13 Size of Overflow Perf Pipe(Perfs 3601),REQD if Q100>3:3 cis in i 14 Calculate Total Storage per Foot Spf 40,2 Oft Spf=Apf=WxD-Ap,,r N,o<xVoids+1/2 Perf Area 15 Calculate Design Length L 97 ft Override Value Required forChambers 16 Variable Infiltration Window L SWL 97 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 10.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 97 ft 20 Perf Pipe Checks.Qperf>=Qpeak; 1 where Qperf CdxAxV(2xgxH) Optional Storage Chambers r x x ----, Note:This assumes chambers are organized in a rectangular layout.�� 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 f 3 installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17.075\Documents\Reports\Storm Drainage\ACHD SD_CALCS 6-27-16.xism 6/7/2017,3:23 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab galazaers MENEM= !no MINIMUM Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1 F-1-F-4,Bed 6 2 Enter number of Seepage Beds(25 max) _ 7 3 Design Storm 100 _ 4 Weighted Runoff Coefficient C 0.78 Linkto: QV e 5 Area A(Acres) 1.65 acres O.V3 ' 6 Approved discharge rate(if applicable) 0.00 cfs vs 7 Design Vol W/15%Sediment V 5,091 ft' 8 Set Total Design Width of All Drain Rock W 1S.0 It 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Vold Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design,infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3601),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Sp f 60.2 ft'/ft Spf=Apf=WxD•Ap,,i P,v[xVoids+1/2 Perf Area 15 Calculate Design Length L 85 ft Override Volue Required far Chambers 16 Variable Infiltration Window L SWL 85 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 10.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 85 _ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf CdxAxV(2xgxH) Note:This assumes'chambers are organized in a rectangular layout. I-Star 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4•25 ft Installed Chamber Depth Cd 2.50 It Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xism 6/14/2017,9:13 AM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab e e Calculate Post-Development Flows(for pre•development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1 G-1-G-2,Bed 7 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.81 Unk too Q v4 5 Area A(Acres) 1.05 acres Qv5 6 Approved discharge rate(if applicable) 0.00 cfs —17 vb v 7,Design Vol W/15%Sediment V 3,365 ft3 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5%2"drain rock and 3/4"Chips it Design Infiltration Rate(8 In/fir max) Perc 4.00 In/hr 12 Size of WQ Perf Pipe(Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in, 14 Calculate Total Storage per Foot Spf 60.2 ft'/ft Spf=Apf=WxD-Ap,,(Pio,xVoids+1/2 Perf—Area 15 Calculate Design Length L S6 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 56 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time toDrain 10.8 hours 90%volume in 48-hours minimum `_. 19 Length of WQ&Overflow Perf Pipes 56 ft 20 Perf Pipe Checks.Qperf>=Qpeak; f where Qperf CdxAxV(2xgxH) € sv r.x_� .�OptionalStorage Gtambe�sr •�_�� ._�. _�m�<:n, s_�„. � _ ZZMAA Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.2S ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16_02.xlsm 6/7/2017,3:24 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1 H-1-H-3,Bed 8 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 100 4 Weighted Runoff Coefficient C OJ3 Lin to: QVs 5 Area A(Acres) 1.08 acres Q,v9 6 Approved discharge rate(if applicable) 0.00 cfs 10,vil vio 7 Design Vol W/15%Sediment V 3,108 ft; i 8 Set Total Design Width of All Drain Rock W 10.0 ft 1 f 9 Set Total Design Depth of All Drain Rock D 10.0 it i Rock Only,Do Not Include Filter Sand Depth or Cover E E 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 180e) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360%REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 40;2 ft3/ft Spf=Apf=WxD-AP,,,U,,F,xVolds+1/2 Perf—Area 15 Calculate Design Length L 77 ft override Value Required JorChambers 16 Variable Infiltration Window L SWL 77 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 10.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 77 it 20 Perf Pipe Checks.Qperf>=Qpeak; t ` where Qperf CdxAxV(2xgxH) s Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft, 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea erc ftz 8 Area of Infiltration A P 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6.27-16 02.xlsm 6/7/2017,3:24 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet puffs information from the"Peak QV"tab Sam Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.11-1,Bed 9 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.80 Link to: QV'% 5 Area A(Acres) 0.37 acres Q,V10 6 Approved discharge rate(if applicable) 0,00 cfs vu 7 Design Vol W/15%Sediment V 1,166 ft3 8 Set Total Design Width of All Drain Rock W 10.0 It 9 Set Total Design Depth of All Drain Rock D 8.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 In/hr 12 Size of WQ Perf Pipe(Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360e),READ if Q100>3.3 cfs in j 14 Calculate Total Storage per Foot Spf 32.2 ft'/ft Spf=Apf=WxD-AP,,,f_p1 xVolds+1/2 Perf—Area 15 Calculate Design Length L 36 ft Override Value Required jorChambers j 16 Variable Infiltration Window L SWL 36 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 8:7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 36 It 20 Perf Pipe Checks.Qperf>=Qpeak; Of�q where O,perf CdxAxv(2xgxH) O,Rion lStarageChambers. Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, !' 1 Type of Chambers SC740 j 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2•50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/7/2017,3:24 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.i J-1-J-3,Bed 10 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.64 Link to: Q V15 5 Area A(Acres) 1.79 acres v17 Q, 6 Approved discharge rate(if applicable) 0.00 cis v1s � 7 Design Vol W/15%Sediment V 4,524 ft3 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 it Rock Only,Do Not include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 180°) Dia pipe 18 in i 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in j I 14 Calculate Total Storage per Foot Spf 40.2 Oft Spf=Apf=WxD-Azalr pi➢,xVoids+1/2 Perf Area E 15 Calculate Design Length L 113 ft E Override Value Required for Chambers 16 Variable Infiltration Window L SWL 113 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 10.8 hours 90%volume in 48-hours minimum i3 19 Length of WQ&Overflow Perf Pipes 113 ft 20 Perf Pipe Checks.Qperf>=Qpeak; Vim. where Qperf CdxAxV(2xgxH) OptrorlalUorageCh AM,beCs ,- „K Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, K 1 Type of Chambers SC740 i 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27.16_02.xlsm 6/7/2017,3:24 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) user input in yellow cells. 1 Project Name PD No.1 K-1-K-4,Bed 11 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 25 4 Weighted Runoff Coefficient C 0.71 Unkto: i 4'v2o _ 5 Area A(Acres) 1.85 acres o vu 6 Approved discharge rate(if applicable) 0.00 cis I l�l 7 Design Vol W/15%Sediment V 3,773 ft, 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 40.2 ft'/ft Spf=Apf=WxD-Ap,;t pl,,xVoids+l/2 Perf Area 15 Calculate Design Length L 94 ft Override Value Required/'orChombers 16 variable Infiltration Window L SWL 94 ft 17 Variable Infiltration Window W SW W 10.0 ft 18 Time to Drain 10,8 hours 90%volume in 48-hours minimum i 19 Length of WQ&Overflow Perf Pipes 94 It 20 Perf Pipe Checks.Qperf>=Qpeak; O where Qperf-CdxAxV(2xgxH) OptLofial,SYoageChalLbes � _ wiAw -------------------------- Note:This assumes chambers are organized in a rectangular layout. € 1-StormTech, ( 1 Type of Chambers SC740 2 Volume to Store V 0 ft} E 3 Installed Chamber Width Cw 4.25 ft € Installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftz l 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17-075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS_6-27-16_02.xlsm 6/13/2017,1:52 PM Version 8.8,June 2016 With New IDF Curves ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers 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 accepted. Note this spreadsheet pulls information from the"Peak QV"tab Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name PD No.1 L-1,Bed 12 2 Enter number of Seepage Beds(25 max) 7 3 Design Storm 100 4 Weighted Runoff Coefficient 0.50 Link to: QV2o 5 Area A(Acres) 1.27 acres QN21 6 Approved discharge rate(if applicable) 0.00 cis v 7 Design Vol W/15%Sediment V 2,524 ft' 8 Set'Total Design Width of All Drain Rock W 10.0 it 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design infiltration Rate(8 in/hr max) Perc 4.00 in/hr 12 Size of WQ Perf Pipe(Perf 1801) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360%REQD if Q100>3.3 cis in 14 Calculate Total Storage per Foot Spf 40.2 Oft Spf=Apf=WxD-AP„r pip,xVolds+1/2 Perf—Area 15 Calculate Design Length L 63 ft Override Value Required for Chambers ( 16 Variable Infiltration Window L SWL 63 ft 17 Variable infiltration Window W SWW 10.0 ft 18 Time to Drain 10.8 hours 90%volume in 48-hours minimum 19 length of WQ&Overflow Perf Pipes 63 ft 20 Perf Pipe Checks.Qperf>=Qpeak; #N/A where Qperf CdxAxy(2xgxH) Q0,'L aIStoraffoK, ambers Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Store V 0 ft' 3 Installed Chamber Width Cw 4.25 ft Installed Chamber Depth Cd 2.50 ft e Installed Chamber Height Ch 7.12 ft 4 Chamber Void Factor 5 Chamber Storage Volume,Without Rock,Per Manuf 45.90 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit F 7 Total Number of Units Required 0 ea 8 Area of Infiltration APerc ft1 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\17.075\Documents\Reports\Storm Drainage\ACHD_SD_CALCS 6-27-16_02.xlsm 6/13/2017,1:52 PM Version 8.8,June 2016 With New IDF Curves APPENDIX ® - GEOTECHNICAL ENGINEERING REPORT i t i E p['tp [pEE t CMATERHAL5 I N0 5P 11 I®N ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections of Paramount Encore SWC Chinden Boulevard & Meridian Road Meridian, 9® Prepared for: Brighton Corporation E 12601 West i®rEr ®rive, Suite 200 Boise, R® 83713 t MTR File Number B0706089 2791 S Victory View Way• Boise,ID 83709•(208)376-4748• Fax(208)322-6515 I' www.mti-id.com •mti cDniti-id.com MATERIALS 19 May 2017 TESTI NG & Page # 1 of 27 INSPECTION b17UG08g_g�otech Q Environmental Services ©Geotechnical Engineering ❑Construction Materials Testing O Special Inspections Mr. Kameron Nauahi Brighton Corporation 12601 West Explorer Drive,Suite 200 Boise, ID 83713 208-378-4000 Re. Geotechnical Engineering Report Paramount Encore SWC Chinden Boulevard& Meridian Road Meridian, ID Dear Mr.Nauahi: In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 9 and 10 May 2017. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, togedier with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the fixture. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing& Inspection, Inc. NAL F C E"so�y 14898 114 6 `Eiint W i'e, G.I.T:- Re�rielt�ed b��: EI zabeth Brown, qT� P,to Staff Geologist Geotechnical Servic Fnl�a Revieiwcl by: Monica Saculles, P.E. F Geotechnical Engineer c i' 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 v m.mti-id.com•mt1Vmti-id.com igk4uv2O�7 �� 8�� --' "=.��o ��"^""�"~�� agt# 2Of27 | ~��m�~�B�� " ~~�~ ~ ""~^~ ~- N?V608&_�omv U��c��A��7�U�� E)Environmental Services Q Geotechnical Engineering Q Construction Materials Testing O Special Inspections TABLE OF CONTENTS INTRODUCTION. 3 ------..--------------------------------------------�-' ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................' Purpose...................................................................................................................................................................~ Scopeof Investigation............................................................................................................................................3 Warranty and Limiting Conditions----------------------------------------/+ Dn8D2SCD�TK)N--------------------------------------------------'' Site Access------^----------------------------------------------5 � Regional(}oo�8Y-----~---~---------------------------------'----'' General Site Characteristics-------------------------------------------'5 Regional Site Climatology and Geochemistry........................................................................................................n � 6 | G0000hmio8o��8----------------------------------------------^-'' SOILS EXPLORATION-----------~-------------------------------------..~ Exploration and Sampling Procedures....................................................................................................................o LaboratoryTesting Program.................................................................................................................................../ � Soil and Sediment Profile7 � --------------------------------------------. Volatile 800n----------~----------~--_-__-_-__-____________../ � ~ 8 8noRToKULnnY.--------------.----~-------~----------------------- Groundwater........................................................................................................................................................... " Soil Infiltration Rates.............................................................................................................................................. « Infiltration Testing............................................................. .................................................................................... " FOUNDATION,SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS---------------_----.r Foundation Design Recommendations-.-------------_-------_-_____________.., \O CrawlSpace ---------------............................................................. \0 Floor,Patio,andGoru�cS�b-on'G,udo-------------------------------_---� ' ' |> Xeconunoudud 9uvonzm�3xobou-----.---------------------------------- |l F�x��Pavement Seudoo-------.-.---------------~-~-----------___-_ __~.__,.____________________________------'l2 Pavement ~ ' {3 Comomon9nveoueutSoohouC000buobon�oueu ---------~---------------------- CONSTRUCTION CONSIDERATIONS____________,______________________-------l2 Earthwork,__________.________________________________---_---.|3 13 Dg'VVeuUe,------------------------------------~-------------' |3 \�o VVcuder--------------------------------------------------'' |4 SoftSo � -----------------------------------------'----� - \4 Frozen8n �----------------------------------------'-----� � 15 Stn�U�u ElV--------------------------------------------------' |5 BuokfiUofVYaUu-------.-----------------------------------'----. ---'--.---l6 uxuuvxoonu----------'-------------------------------- |� {7roundwu�rConbnl----------------------------------------------. GENERAL COMMENTS |6 ------------------------------------------------' -----_------------------------------------------_---'i7 Ker�xeNCES |8 8rpEmo�sa----------_-__________________________________________ |8 Aoronym L�(--------------------------------------------------' \0 0oo�ohn�u Gouom|\Vo�s------------------------------------------' 20 Goo�ohnkm| lnveo ig�kmTox Pk Log------------------------------------' Gravel Equivalent Method-Pavement Thickness Design Procedures................................................................2* �� R-Value Laboratory Test Du�-----------------------------------------' PlateL Vicinity Map.......................................................................................................................... .................^" Z7 9��2: 3ku.0�up-------------------------------------------'----- 2791 -Victory— View Way, , MATERIALS 19 May 2017 TESTI NG & Page# 3 of 27 INSPECTION b170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2012 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the northern portion of the City of Meridian, Ada County, ID, and occupies a portion of the NWT/2 of Section 25,Township 4 North,Range 1 West, Boise Meridian. This project will consist of construction of a residential subdivision to be developed into 196 single-family attached and detached dwellings. The site to be developed is approximately 35.6 acres in size. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr.Kameron Nauahi of Brighton Corporation to Clint Wyllie of Materials Testing and Inspection, I Inc. (MTI), on 18 April 2017. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Corporation and MTI. Our scope of services for the proposed development has been provided in our proposal dated 18 April 2017 and repeated below. k Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: 0 Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. 2791 S Victory View Way• Boise,ID 83709- (208)376-4748•Fax(208)322-6515 mm.mtkid.com •mti(a)mti-id.com MATERHALS 19 May 2017 Page# 4 of 27 CO- Q N SP ECTO®N b 170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions,and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective I'! actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary,and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. 2791 S victory view Way- Boise,ID 83709 •(208)376-4748• Fax(208)322-6515 www.mti-id.com -mti(c�mti-id.com MATERIALS 19 May 2017 TESTI NG & Page# 5 of 27 INSPECTION b 170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing Q Special Inspections This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe,quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract,those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north on Meridian Road approximately 0.25 mile and veer northeast onto Main Street. Continue north on Main Street roughly 0.7 mile and take a slight turn to the northwest on Meridian Road. Travel north on Meridian Road 3.7 miles to its intersection with Chinden Boulevard. The site occupies the southwest corner of this intersection. Presently the site exists as agricultural land. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. �i General Site Characteristics c This proposed development consists of approximately 35.6 acres of relatively flat and level terrain. Throughout the majority of the site, surficial soils consist of lean clays with sand. Vegetation primarily consists of agricultural crops, bunchgrass, and other native grass varieties typical of arid to semi-arid environments. i 2791 S Victory View Way•Boise,ID 83709• (208)3M-4748•Fax(208)322-6515 www.mti-id.com•mtKOmti-id.com MATERIALS Pagg May f27 e# 6 of 27 M TESTING & b170608g_geotecb INSPECTION ❑Environmental Services EI Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site, but are currently located within the adjacent roadways in the form of curb, gutter,and drop inlets. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center,the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21°F to 95°F, with daily extremes ranging from - 25°F to 11 I°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour(mph)and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. i j Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE)publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral leration of seismic activity in the area is low. spreading. Incidence and anticipated acce SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were selected and staked in the field by Brighton Development, Inc. Actual test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. 2791 S Victory View Way•Boise, ID 83709 •(208)376-4748 •Fax(208)322-6515 www.mti-id.com -mti(abmtkd.com MATERIALS 19 May 2017 Page# 7 of 27 TESTI NGr NSPECTIOt�l b170608g_geotech ❑Environmental Services 0 Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing—ASTM D4318, Grain Size Analysis—ASTM CI 17/C136, and Resistance Value(R- value) and Expansion Pressure of Compacted Soils—Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which z can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of the Whitney Terrace. Surficial soils were predominately lean clays with sand. These soils were brown, dry to slightly moist, and stiff to very stiff, with fine-grained sand. Plow zones and organics were noted to depths of up to 1.3 feet bgs. Sandy silt soils were encountered beneath lean clays with sand in test pits 3 and 4. These soils were light brown to brown, dry to slightly moist, and hard, with fine to medium-grained sand. Weak to F moderate calcic cementation was encountered within portions of this horizon. i Clayey gravel with sand sediments were observed underlying lean clay with sand soils in test pit 2. These sediments were brown to red-brown, slightly moist, and medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 4-inch-minus cobbles. Poorly graded gravel with sand sediments were encountered at depth in the test pits. These sediments were light brown to tan, dry, and medium dense to dense, with fine to coarse-grained sand,fine to coarse gravel, and 12-inch-minus cobbles. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. 2791 S Victory View Way• Boise,ID 83709 •(208)376-4748 • Fax(208)322-6515 www.mti-id.com •mti cDmti-id.com MATERBALS 19 May 2017 Page# 8 of 27 TEST8 NG & �A IN5PECTION b170608g_gcotech U Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections SIT1C HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 16.7 feet bgs. Soil moistures in the test pits were generally dry to slightly moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage from nearby canals. Relatively deep groundwater is likely near the project site because of its proximity to the northern edge of the Whitney Terrace. During previous investigations performed in April 2007, February 2015, and September 2015 within approximately 500 feet to the northeast, north, and west of the project site, no evidence of groundwater was noted within hand borings and test pits advanced to depths as great as 15.5 feet bgs. For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs throughout the year. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in all of the test pits. If desired, MTI is available to perform this monitoring. 1 E Soil Infiltration Rates 4 f Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was tested in the field. For this report, an estimation of infiltration is also presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour, Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour;though calcium carbonate cementation may reduce this value to near zero. Clayey gravel with sand sediments usually display infiltration rates of 3 to 6 inches per hour. Poorly graded gravel with sand sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration Testing Infiltration testing was conducted on poorly graded gravel with sand sediments encountered at 7.5 feet bgs in test pit 3. The testing was conducted in general accordance with the in-situ small scale pilot infiltration test method as outlined in the Ada County Highway District (ACHD) Policy Manual. Test procedures consisted of adding water to the test pit at a rate that will maintain 6 to 12 inches of standing water in the test pit for an hour. This was followed by monitoring the rate of decline of the water level until the test pit was empty. During testing infiltration rates exceeding 12 inches per hour were obtained for the poorly graded gravel with sand sediments in test pit 3. 2791 S Victory View Way•Boise, ID 83709 •(208)376-4748• Fax(208)322-6515 www.mti-id.com•mtiftniti-id.com MATERIALS 19 May 2017 TESTI NGI & Page# 9 of 27 ap- INSPECTION b170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Per ACHD Policy Manual requirements,the maximum design soil infiltration rate shall not exceed 8 inches per hour. Therefore a design infiltration rate of 8 inches per hour should be used for the poorly graded gravel with sand sediments encountered in each test pit. FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are approximately 196 lots proposed for the project site. The following recommendations are not specific to the individual structures but rather should be viewed as guidelines for the subdivision—wide development. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed,MTI recommends the following guidelines for the net allowable soil bearing capacity: Soil Bearing Capacity Foofi D`e tli ASTM Dl S57 Net Allowable Sub, racle;Com 'action g P Soil Bearrn ;Capacity Footings must bear on competent, undisturbed, 1,500lbs/ft2 native lean clay with sand soils or compacted Not Required for Native , structural fill. Existing plow zones and organic Soil A /3 increase is allowable materials must be completely removed from below for short-term loading, foundation elements.' Excavation depths ranging ° which is defined by seismic from roughly 1.1 to 1.3 feet bgs should be 95/o for Structural Fill events or designed wind E anticipated to expose proper bearing soils.2 speeds. Footings must bear on at least 12 inches of 2,000lbs/ft2 E compacted structural fill placed on native lean clay Not Required for Native with sand soils. Existing plow zones and organic Soil A 1/3increase is allowable materials must be completely removed from below for short-term loading, foundation elements.' Excavation depths ranging 95%for Structural Fill which is defined by seismic from roughly 1.1 to 1.3 feet bgs should be events or designed wind k anticipated to expose proper bearing soils. speeds. 'It will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. i' 'Depending on the time of year construction takes place the subgrade soils may be unstable because of high moisture 'i contents If unstable conditions are encountered over-excavation and replacement with granular structural fill and/or use of geotextiles may be required. 2791 s victory view Way• Boise,ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(E�mti-id.com MATERIALS 19 May 2017 Page # 10 of 27 TESTI Nei & INSPECTION b t 70608g_geotech ❑Environmental Services ❑Geotechnical Engineering I]Construction Materials Testing ❑Special Inspections The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clay with sand (CL) soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 309 pounds per square foot per foot (psf/ft) should be used for lean clay with sand(CL) soils. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately 1/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection,the bottom of external footings should be 24 inches below finished grade. Crawl Space Recommendations Considering the presence of shallow clayey and/or cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. MTI recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition,rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Floor, Patio, and Garage Slab-on-Grade Plow zones were encountered in portions of the site and should be treated as fill materials. MTI recommends that these materials be excavated to a sufficient depth to expose competent, native soils. MTI personnel must be present during excavation to identify these materials. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free-draining granular mat(drainage fill course) should be provided below slabs-on-grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for'/4-inch (Type 1) crushed aggregate. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. Upon request, MTI can provide further consultation regarding installation. 2791 S Victory View Way• Boise, ID 83709 •(208)376-4748 • Fax(208)322-6515 mm.mti-id.com •mti(a)mti-id.com MATERIALS 19 May 2017 TESTI NG & Page# 11 of 27 INSPECTION b170608g_geotech O Environmental Services C]Geotechnical Engineering ❑Construction Materials Testing 0 Special Inspections Recommended Pavement Section As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near- surface soils for Resistance Value (R-value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of lean clay with sand collected from test pit 4,yielded a R-value of 8. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. A calculation sheet provided in the Appendix indicates the soils constant, traffic loading,traffic projections, and material constants used to calculate the pavement section. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications E Pavement Section Component" Roadway Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 12.0 Inches Compacted Subgrade See Pavement Subgrade Preparation Section E 'It will be required for MTI yersonnel to verify subgrade competency at the time of construction. i Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. 2791 S Victory View Way• Boise,ID 83709 •(208)376-4748• Fax(208)322-6515 www.mti-id.cot-n -mtiftmti-id.com MATERHAL5 May f27 Page # 12 of 27 TE5TI NG HN5PEETHON 6170608g_geatech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Pavement Subgrade Preparation Plow zones were encountered in portions of the site and should be treated as fill materials. MTI recommends that these materials be excavated to a sufficient depth to expose competent, native soils. MTI personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped,compacted (if indicated), inspected,and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired,fully loaded,tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Subl;rade clays near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement(PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4-inch drainage fill course (see Floor Slab-on-Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12-foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, undisturbed,native lean clay with sand soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 2791 s victory view Way• Boise,ID 83709 •(208)376-4748• Fax(208)322-6515 wwv.mti-id.com -mti(c' mti-id.com MATERIALS 19 May 2017 Page# 13 of 27 TEST I NG & INSPECTION b 170608g_geotech ❑Environmental Services 0 Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Earthwork Excessively organic soils,deleterious materials,or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Agricultural crops and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered,be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State,and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions,many problems associated with soft soils may be avoided. However,some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. LoW-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 2791 S Victory View Way• Boise,ID 83709- (208)376-4748• Fax(208)322-6515 www.mti-id,com -mti(aniti-id.com MATERHALS May 7 Page # 14 off 27 TESTR NG ONSPECT0®N b170608g geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: ® Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis,proposed roadway or parking areas. b Soft areas can be over-excavated and replaced with granular structural fill. o Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete,the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime,and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. The onsite, shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth,followed by replacement with a non-frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. E i 2791 S Victory View Way• Boise,ID 83709• (208)376-4748 • Fax(208)322-6515 www.mti-id.com •mtiftniti-id.com MATERIALS 19 May 2017 TESTI NC €r Page# 15 of 27 INSPECTION b170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System(USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and MQ as structural fill may be acceptable. However, use of silty soils (GM, SM, and MQ as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose) and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings,areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet,whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: ® Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. .The ASTM D 15 57 test method must be used for samples containing up to 40 percent oversize(greater than 3/4- inch)particles. If material contains more than 40 percent but less than 50 percent oversize particles,compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfrll materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction,and can induce excessive point loads on walls. 2791 S Victory View Way• Boise, ID 83709 •(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(Dmti-id.com i MATERIALS ALL 19 May 2017 y TESTO INS & Page # 16 of 27 INSPECTION b170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a man ier that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand- operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firin and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/2 feet horizontal to 1 foot vertical (1'/2:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slime angles are considered stable for short- term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of native granular sediments from test pit sidewalls was observed. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse,thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques I are utilized. I j 2791 S Victory View Way- Boise,ID 83709 •(208)376-4748 - Fax(208)322-6515 € www.mti-id.com-mti(cilmti-id.com P MATERIALS 19 May 2017 TESTI NGI & Page# 17 of 27 I NSh®CTI®N b 17060ag_geoteon ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections REFERENCES Ada County Highway District (ACHD) (2013). Ada County Highway District Policy Manual (October 2015). [Online] Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx>(2017). American Concrete Institute(ACI)(2004).Guide for Concrete Floor and Slab Construction:ACI 302.1 R. Farmington Hills,MI:ACI. American Society of Civil Engineers(ASCE)(2013). Minimum Design Loads for Buildings and Other Structures:ASCE/SEI 7-10. Reston,VA: ASCE. American Society for Testing and Materials(ASTM)(2013). Standard Test Method for Materials Finer than 75-pm(No.200)Sieve in Mineral Aggregates by Washing: ASTM C117.West Conshohocken,PA:ASTM. American Society for Testing and Materials(ASTM)(2014).Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136.West Conshohocken,PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken,PA: ASTM. American Society for Testing and Materials(ASTM) (2012). Standard Test Methods for LaboratoryCompaction Characteristics of Soil Using Modified.Effort:ASTM D 1557.West Conshohocken,PA: ASTM. American Society for Testing and Materials(ASTM)(2013). Standard Test Methods for Resistance Value(R-Value)and Expansion Pressure of Compacted Soils:ASTM D2844. West Conshohocken,PA:ASTM. American Society for Testing and Materials(ASTM)(2011). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System):ASTM D2487. West Conshohocken,PA: ASTM. American Society for Testing and Materials (ASTM)(2010). Standard Test Methods for Liquid Limit, Plastic Limit. and Plasticity Index of Soils: ASTM D4318.West Conshohocken,PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken,PA: ASTM. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www,wree.dri.edu/>(2017). International Building Code Council(2012). International Building Code 2012.Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction 2010. Boise, ID: Author. Othberg K.L. and Stanford L. A. Idaho Geologic Society 1992 . Geologic Ma of the Boise Valle and Adjoining Area Western � 5, � Y( ) g� P � Snake River Plain.Idaho.(scale 1:100,000). Boise, ID:Joslyn and Morris. I U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29 Part 1926 Subpart P: Safety and Health Regulations for Construction, Excavations(1986). [Online] Available: <www.oslia.gov>(2017). U.S. Geological Survey (2017). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.-ov/nwis>(2017). k EE t 2791 S Victory View Way• Boise,ID 83709•(208)376-4748 •Fax(208)322-6515 mm,md-id.com •mti o(),mti-id.com i MATERIALS 19 May 2017 C Page # 18 of 27 ON5P(3r—TU®N b170G08g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACHD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight,pef ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code IDEQ Idaho Department of Environmental Quality ISPWC: Idaho Standards for Public Works Construction ITD: Idaho Transportation Department LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N"penetration: blows per foot,Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement i PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride Qc: cone penetrometer value,unconfined compressive strength,psi Qp: Penetrometer value,unconfined compressive strength,tsf Qu: Unconfined compressive strength,tsf RMR Rock Mass Rating RQD Rock Quality Designation R-Value Resistance Value SPT: Standard Penetration Test(140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture F` UST: underground storage tank V: vane value,ultimate shearing strength,tsf I 2791 S Victory View Way• Boise,ID 83709 •(208)376-4748 •Fax(208)322-6515 www.mti-id.com •mti(a�mti-id.com MATERIALS 19 May 2017 TESTI NG & Page# 19 of 27 INSPECTION b170608g�eotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES 1kLLATVE"DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts(N) Fine-Grained Soils SPT Blow Counts ) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff: I5-M Hard: >30 IYIolsture Con"tent Cementation Description Field Test —Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table pressure PAjRTICLE SIZE Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in.to 5 mm Fine-Grained Sand: 1 0.2 to 0.075 mm i UNIFIED`SOIL'CLA>~;SIFICATION'SXSTElYI Major Divisions Symbol So�l.:Deseri'pt ions ' , Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels; gravel/sand mixtures with tittle or no fines <50% Coarse-Grained coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand& Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts;sandy,gravelly or clayey silts Silts&Clays Fine Grained LL<50 CL Lean clays; inorganic,gravelly,sandy, or silty,low to medium-plasticity clays Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts sieve Silts&Clays CH Fat clays; high-plasticity, inorganic clays LL>50 OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way•Boise, ID 83709•(208)376-4748 •Fax(208)322-6515 www.mti-id.com •mti(cDmti-id.com MI ATERH ALL 19 May 2017 Page#20 of 27 TESTH NG &CY S P(KTIO �I li b 170608g_geotech A�'1 ❑Environmental Services u❑�1Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 9 May 2017 Logged by: Clint Wyllie, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66208 Longitude: -116.39996 Depth to Water Table: Not Encountered Total Depth: 15.8 Feet bgs Notes: Piezometer installed to 15.8 feet bgs. Depth Freld Description a d'11UH CS Soil and Sample Sample Depth Lab Sed�m'erit`.Classificaton :eet b s Test ID P . Lean Clay with Sand (CL): Brown, slightly moist, stiff to very stiff, with fine-grained 1.75- 0.0-5.2 sand. 2.25 --Plow zone noted to 0.9 foot bgs. --Organics noted to 1.2,feet bgs. Poorly Graded Gravel with Sand (GP): Light 5.2-15.8 brown to tan, dry, medium dense to dense, with, fine to coarse-grained sand, fine to coarse gravel, and 12-inch-minus cobbles. i i t l 2791 S Victory View Way• Boise, ID 83709• (208)376-4748• Fax(208)322-6515 www.mti-id.com •mtiftrnti-id.com E i MATERIALS 19 May 2017 TESTI NG & Page#21 of 27 INSP(T—TION b170608g_geotech a Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 9 May 2017 Logged by: Clint Wyllie, G.I.T. Excavated by: Strucicman's Backhoe Service Location: See Site Map Plates Latitude: 43.66046 Longitude: -116.39986 Depth to Water Table: Not Encountered Total Depth: 15.5 Feet bgs Notes: Piezometer installed to 15.5 feet bgs. Depth 'I+'ieldDescr><pt�onandUSCS Soil and Sample SampleDepth Lab -, Feet b. '"s. Test ID Feetb s S'ecl><riieint1ClassYficatori Lean Clay with Sand (CL): Brown, dry to 0.0-3.4 slightly moist, stiff, with f ne-grained sand. 1.25-1.5 --Plow zone noted to 1.1 feet bgs. Clayey Gravel with Sand (GC): Brown to 3.4-4.9 red-brown, slightly moist, medium dense, with fine to coarse-grained sand, fine to coarse gravel, and 4-inch-minus cobbles. Poorly Graded Gravel with Sand (GP): 4.9-15.5 Brown to tan, dry, medium dense to dense, with fine to coarse-grained sand, fine to coarse gravel, and 12-inch-minus cobbles. t i i i i i i 2791 S Victory View Way• Boise,ID 83709 •(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti ajmti-id.com MATERIALS 19 May 2017 TESTO NG & Page #22 of 27 H N S P er—TI®N b 170608g_geotech ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing O Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log 9: TP-3 ]Date Advanced: 9 May 2017 Logged by: Clint Wyllie, G.I.T. Excavated by: Struckrnan's Backhoe Service Location: See Site Map Plates Latitude: 43.66095 Longitude: -116.39544 Depth to Water Table: Not Encountered Total Depth: 16.2 Feet bgs Notes: Piezometer installed to 16.2 feet bgs. �' Deptih Field Description Al I1SCS So�l�and Sample Satilepepth ' 7�ab Feet_'b s) : s Secl7menf Classification T e s .cet b s Qp Vest III Lean Clay with Sand (CL): Brown, slightly moist, stiff, with fine-grained sand. 1.25- A 0.0-2.6 --plow zone and organics noted to 1.3 feet Bulk 2.0-2.5 1.75 R-value bgs. Sandy Silt (ML): Light brown to brown, dry to slightly moist, hard, with fine to medium- 2.6-6.2 grained sand. --Weak calcic cementation encountered fi°om 2.6 to 3.9 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown to tan, dry, medium dense to dense, 6.2-16.2 with fine to coarse-grained sand, fine to coarse gravel, and 5-inch-minus cobbles. --Infiltration testing conducted at 7.5 feet bgs. "A Test ID?. 1VI I;L PI $ieve Analysis. % assin ) #46 '000 #200 B 18.5 30 18 100 100 97 88 77.6 i i i i I i i i I t E 2791 S Victory View Way•Boise, ID 83709•(208)376-4748 Fax(208)322-6515 E ww,,v.mti-id.com •mti aDrnti-id.com M ATE ICI AL S 19 May 2017 TESTI NG & Page# 23 of 27 INSPECTION b170608g_geotech Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 9 May 2017 Logged by: Clint Wyllie, G.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.66194 Longitude: -116.39695 Depth to Water Table: Not Encountered Total Depth: 16.7 Feet bgs Notes: Piezometer installed to 16.7 feet bgs. Depth F><e1d Descr><ptlton nand USC$So>l{and Sanxple ; Sampie Depth Lab +,eet s) S:e ><mept Class`ica Eeet Qp 'ID Lean Clay with Sand (CL): Brown, slightly 0.0-1.3 moist, stiff, with fine-grained sand. 1.5 --Plow zone and organics noted throughout. Sandy Silt (ML): Light brown to brown, dry to slightly moist, hard, with fine to medium- 1.3-7.1 grained sand. --Weak to moderate calcic cementation encountered throughout. --Sand content increased with depth. Poorly Graded Gravel with Sand (GP): Light 7.1-16.7 brown to tan, dry, medium dense to dense, with fine to coarse-grained sand, fine to coarse gravel, and 12-inch-minus cobbles. k t I Et E e E 'E t t l: 2791 S Victory View Way•Boise,ID 83709 •(208)376-4748 •Fax(208)322-6515 www.mti-id.com•mti0mti-id.com MATERIALS 19 May 2017 TESTO NG & Page#24 of 27 INSPECTION b170608g_geotech Q Environmental Services ❑Geotechnical Engineering O Construction Materials Testing ❑Special Inspections GRAVEL]EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pa\ement.S'ection Design Location: Proposed Paramount Encore,Residential Roadways Average Daily Traffic Count: All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: I R-Value of Subgrade: 8.00 Subgrade CBR Value: 4 Subgrade Mr: 6,000 R-Value of Aggregate Base: 80 R-Value of Granular Borrow. 60 Subgrade R-Valuc: 8 E\pansion Pressure of Subgrade: 0.57 Unit Weight of Base Materials: 130 Total Design Life 18 kip MAUs: 33,131 ASPHALTIC CONCREM Gravel EquiNnIent,Calculated: 0.394 Thickness: 0.196923077 Usc= 25 Inches Gravel Equiwient,ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equitialent(Ballast): 0.768 Thickness: 0.329 Use= 4 " Inches Gravel Equivalent,ACTUAL: 0.773 S UBBAS E: Gravel Equivalent(Ballast): 1.766 Thickness: 0.993 Use.= 12 Inches Grawl Equivalent,ACTUAL: 1.773 TOTAL Thickness: 1.542 Thickness Required by Exp.Pressure: 0.631 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete(at least 2.5): 2.50 1.95 Asphalt Treated Base(at least 4.2): 0.00 Cement Treated Base(at least 4.2): 0.00 Crushed Aggregate Base(at least 4.2): 4.00 1.10 Subbase(at least 4.2): 12.00 1.00 I i t I 2791 S Victory View Way• Boise,ID 83709•(208)376-4748 • Fax(208)322-6515 www.mti-id.com •mti(o)mti-id.com MATERIALS 19 May 2017 TESTI NG & Page# 25 of 27 INSPECTION b t 7060sg_geotecn ❑Environmental Services q Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE LABORATORY TEST DATA Source and Description: TP 1: 2.0'-2.5'; Clay Date Obtained: May 9, 2017 Sample ID: 17-7327 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sample A B C Dry Density (lb/ft3) 107.3 101.6 97.2 Moisture Content (%) 19.9 22.1 24.1 Expansion Pressure (psi) 6.27 1.56 0.30 Exudation Pressure (psi) 359 285 181 R-Value 26 19 5 R-Value @ 200 psi Exudation Pressure= 8 R-Value @ Exudation Pressure 30.0 [ 25.0 i m 20.0 } 15.0 10.0 5.0 0.0 370 320 270 220 170 Exudation Pressure(psi) I i E 2791 S Victory View Way• Boise,ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti apmti-id.com E Ln tb z C�t C) W w M C14 � — C) z u N m E w W CD .0 WE a) Ln CL aLT Lb a) 9 00 0) w Ul 0 Z 9 LU C:I a) E LU c/) co C-V F- ca a) U) Egti 0 z _9 E L, 'o c" �5 �R E tE5 = Co (Lij DI ca Q i6 :E "i 0 a) 0 0 cu IL U) 7ETTgT N-EAGLE-RD -EAGLE-BD, -------------- ----------- \42J I'T J T—jj L JLJ j —y 3_ _ 1 C7 T 'r-J IJ 1 1-1,3 t--- u L--A _ $ 4 cz 1 -71- W.S? al E��AV,E,N TH,Am, kj I T-I LOA-) 0 0 CD t CV � J lDCL N co E z N N UT o ;< E ^� 0- > U CD � Z � N w co m o o W w o co o �' a 0 U ,cc_a CD > C j m 0 0 0 o � Q. f° � a`) om Z Z J Q m Q d 'S n. U) p N m __ . �o i ------------- f t! IA a Ho j - cu ly � a 1 i� 1 Y i 11111 1 1 �_ F F _!;'• d i O.. j e [ _ l MATERIALS 23 May 2017 Page# 1 of 3 INSPECTION b170608,-_add#1 ❑Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections Mr. Kameron Nauahi Brighton Corporation 12601 West Explorer Drive, Suite 200 Boise, ID 83713 208-378-4000 Re: Addendum #1 —Pavement Recommendations Paramount Encore SWC Chinden Boulevard & Meridian Road Meridian,ID Dear Mr. Nauahi: This addendum report presents rigid pavement design recormmendations not requested at the time of the previously issued MTI Geotechnical Engineering Report (13170608g). Descriptions of general site characteristics and the proposed project are available in the previous report. Unless otherwise noted in this addendum, all initial recommendations, limitations, and warranties expressed in the previous report must be adhered to. Rigid Pavement Section The AASHTO pavement design method was used to develop the following rigid concrete pavement section. Traffic loading and subgrade values indicated in the flexible pavement design were used in developing the rigid sections. Concrete pavement shall be batched and constructed in accordance with the most current American Concrete Institute Standards and in accordance with Idaho Transportation Department Standard Drawings C-1- A and C-1-13. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or under-drains. Rigid Pavement Specifications Pavement Section;Com onenti Alleyways s Portland Cement Concrete 5.0 Inches Crushed Aggregate Base 6.0 Inches Structural Subbase Not Required Compacted Subgrade See Pavement Subgrade Preparation Section 'It will be required for MTI personnel to verify subgrade competency at the time of construction. Portland Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally complying with ITD requirement for Urban Concrete. Crushed Aggregate Base: Material complying with ITD Standard Specifications for Highway Construction Sections 303 and 703 for aggregates. Structural Subbase: Granular structural fill material complying with the requirements detailed in the Structural Fill section of the original report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per Table 1, ISPWC. 2791 S Victory View Way•Boise, ID 83709 •(208)376-4748- Fax(208)322-6515 www.mti-id.com•mti(aMiti-id.com MATERIALS 23 May 2017 Page # 2 of 3 INSPECTION b170608g_Al/11 U Environmental Services O Geotechnical Engineering 0 Construction Materials Testing o Special Inspections MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing cat Inspection, Inc. ENSFD irn'f Wyllie, G.I. Reviewed by: Eli abeth Brown, E. 5-z3•i`l '0 Staff Geologist Geotechnical Servic s �i rr�OPQ Enclosures: AASHTO Rigid Pavement Thickness Design Piocedw-es 2791 S Victory View Way -Boise.to 83709-(208)376-4748-Fax(208)322-6515 www.mti-id.com-mti@niti-id.com 23 May 2017 MATERIALS Page# 3 0 3 ON5PEE OON bl706O8g_add#I ❑Environmental Services ❑Geotechnical Engineering El Construction Materials Testing ❑Special Inspections AASHTO RIGID PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Paramount Encore,Alleyways Average Daily'fraffic Count: 100 All Lanes&Both Directions Design Life. 20 Years % of Traffic in Design Lane: 50% Terminal ScAceability Index,Pt: 2 Level of Reliability,R: 95 R-Valuc: 8 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Native Modulus ofSuhgrade Reaction,K: 100 Effective Modulus ofSubgrade Reaction,I: 160 Concrete Elastic Modulus,Ec: 4200000 Modulus of Rupture,S'c- 650 Load Transfer Coefficient,J: 4.2 Drainage Coefficient,Cd: l Standard Deviation,So: 0.34 Design Serviceability Loss,Delta PSI: 2.5 Calculation of Design 18]tip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 89 2.0% 0.0008 631 Buses: 0 2.0% 0.6806 0 Panel&Pickup Trucks: 10 2.0% 0.0122 1,082 2 Axle,6 Tire Trucks: 0 2.0% 0.1890 0 Concrete Trucks: t 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double TrailerTrrtcks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 100 Total Design Life 18 Itipl-SAL's: 41,444 Traffic Indexequivalent= 6.2 Actual Log(ESAL's): 4.617 WA Trial Pavement Design Thickness,inches: 5.00 Trial Log(ES.AL's): 4.808 Pavement Design Thickness,hrches: 5.0 Road Mix Section Thickness,Inches: 6.0 2791 S Victory View Way• Boise,ID 83709- (208)376-4748 • Fax(208)322-6515 wwv.mti-id.com •mti(amti-id.com