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Golden Valley Sub - Storm Drainage Report
Prepared For: Providence Properties, LLC ACH D, City of Meridian Engineers . Surveyors . Planners Golden Valley Subdivision Meridian, Idaho Storm Drainage Report Prepared By: I(evin McCarthy, P.E. Principal KM Engineering, LLP 9233 West State Street Boise, ID 83714 208.639.6939 kevin@kmengllp.com October 18, 2013 Project No: 13-047 TABLE OF CONTENTS Introduction..................................................................... Project Description.......................................................... SiteDescription................................................................... Scope and Methods.......................................................... Existing Drainage Conditions .............................................. Proposed Drainage Conditions and Analysis ...................... Sand and Grease Trap ......................................................... Inlet and Gutter Capacities ................................................. Infiltration Basin w/ Forebay Calculations .......................... Storm Pipe Calculations...................................................... Summary............................................................................. APPENDICES Appendix A - Figures Figure 1- Vicinity Map Figure 2 - Post -Development Drainage Map 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 Infiltration Basin w/ Forebay Calculations Storm Pipe Calculations Appendix D - Geotechnical Engineering Report Geotechnical Engineering Evaluation (7/9/2013) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Golden Valley Subdivision (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) standards. This report has been prepared at the request of the developer, Providence Properties, LLC. PROJECT DESCRIPTION The Project consists of a residential subdivision that includes 26 lots: 22 single-family residential lots and 4 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. SITE DESCRIPTION The 7.56 -acre Project site is located at 4515 South Locust Grove in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The existing parcel of land includes a residence located on the southeast corner, which will remain and will be platted into the development. The existing topography onsite is gently sloping terrain with slopes varying from 1% to 5%. The majority of the existing Project site is undeveloped and consists primarily of cultivated soils with less than 20% coverage. SCOPE AND METHODS The Rational Method is the standard method for small catchments that was used to calculate pre -development and post -development peak runoff rates and runoff volumes. The Rational Method provided in the ACHD calculation sheets were used to calculate the storm water volumes and flow rates 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 trap, inlet and gutters, infiltration basin with forebay, and storm pipes were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-proiect watershed consists of one drainage basin that is primarily undeveloped, cultivated soils with less than 20% coverage. The flow path for the existing drainage basin involves overland sheet flow from the southwest corner to the northeast corner of the site. 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, inlets, sand and grease trap, infiltration basin with forebay, and storm pipe network. The post -development site was broken into 3 basins (Basin A, B, C) as shown in Appendix A, Figure 3 - Post -Development Drainage Map. For land use type and runoff ill coefficients 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, catch basin, etc. For 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). Basins A, B, and C include the front half of the lots and a portion of the proposed roadway, curb and gutter, and sidewalks. Storm water runoff consists of overland sheet flow over short grass and then is conveyed with curb and gutter to catch basin inlets, before entering a pipe network. Once runoff reaches the pipe network, it is conveyed to the sand and grease trap used as a pretreatment facility before entering the infiltration basin forebay and pond. For the 100 -year peak flow rates a bypass pipe has been designed to route runoff directly to the primary pond. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for peak runoff rates and volumes. SAND AND GREASE TRAP The sand and grease trap (SG#1) is used as a pretreatment facility for the water quality 2 -year storm event. The sand and grease trap shall be a 1000 Gallon Boise Vault, or approved equal, and has been sized for the water quality storm. For the 100 -year peak flow rates a bypass pipe has been designed to route runoff directly to the primary pond. Please refer to Appendix C - Sand and Grease Trap Calculations. 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 three inlets, one for each drainage basin (Basins A, B, C). Based on our calculations, all inlets will require a single sump 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 INFILTRATION BASIN WITH FOREBAY The infiltration basin (Pond -1) will be built per the details shown on the civil construction plans. Based on our calculations, the infiltration basin is adequately sized to ensure that no ponding occurs on the surface and that 90% of the storm event drains in 24 -hours. The Geotechnical Engineering Evaluation prepared by STRATA, Inc. dated July 9, 2013 didn't encounter ground water and recommends that a seasonal high groundwater level of 15 feet below existing grade be assumed for storm water facility design. Once the size of the infiltration basin was calculated, the time necessary for 90% of the water quality and 100 -year storm events to be infiltrated into the ground was calculated at less than 24 hours for the forebay and pond. The Geotechnical Engineering 2 Evaluation measure an infiltration rate of 8 inch/hour at a depth of 7 to 11 feet below existing grade, which was used in the design of the infiltration basin. 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 infiltration basin, and the infiltration through the bottom of the basin, refer to Appendix C — Infiltration Basin with Forebay Calculations. STORM PIPE CALCULATIONS The storm pipes have been sized to convey the 25 -year and 100 -year peak flow rates, refer to Appendix C —Storm Pipe Calculations. SUMMARY This report determines that the Project storm water design sizing and analysis conforms to ACHD and the City of Meridian storm water design criteria. The post -development storm water runoff for half of the proposed residential lots, roadway, curb and gutters, and sidewalks should be completely retained onsite through the proposed infiltration basin pond and forebay, 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. 3 APPENDIX A - FIGURES \g ,� C -='V6gl Ij I,, 2668 9 — � t9 I ,1 lam � 2671 I / ENGINEERS. SURVEYORS. PLANNERS 10 BOISE, IDAHO (208) 639-6939 DATE: 9/30/13 \ 11 PROJECT : �13-04] � 1 OF 1 � 4 � N J KEYNOTES 1. INLET A 2. INLET B 2666 i 3. INLET C 4. S&G #1 N w —`� 5. POND -1 Z z_ cr Q 6. PIPE -1 Zp PIPE -2 N N7. m8. PIPE -3 LUC7 9. PIPE -4 mQ � = N ZN w w Q 10. PIPE -5 > `2666 ILU w O1i. PIPE -6 �Q� L> V6-' w z Vw D �O u O O O LU `r C7 vi > wLLj \g ,� C -='V6gl Ij I,, 2668 9 — � t9 I ,1 lam � 2671 I / ENGINEERS. SURVEYORS. PLANNERS 10 BOISE, IDAHO (208) 639-6939 DATE: 9/30/13 \ 11 PROJECT : �13-04] � 1 OF 1 � 4 � N J N 0 125 250 500 Plan Scale O WRIGHTWO9© Q w >CD L PROJECT LOCATION 22 F- F Ln U z of0 iIT D, L --If Lu n C7 I— un U O lam -i AMITY ENGINEERS, SURVEYORS. PLANNERS 9233 WEST STATE STREET BOISE, IDAHO 83714 PHONE (208) GOLDEN VALLEY SUBDIVISION DATE: 7/31/13 MERIDIAN, ID PROJECT: 13-047 SHEET: VICINITY MAP 1 OF 1 APPENDIX B m TABLES Table 2 - Peak Flow Rates and Runoff Volumes Post -Developed Peak Flow Rates (cfs) Tc (min.) 25 -yr 100 -yr Basin A 13.4 1.76 2.05 Basin B 16.4 1.82 2.29 Basins AB 16.4 3.30 4.16 Basin C 16.3 1.92 2.43 Basins A,B,C 16.4 5.22 6.58 Post -Developed Runoff Volumes WQ (cf)+15% Total Runoff Total Runoff Sediment Volume (cf) Volume (cf) Basin El 3190 7,609 10,799 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 methadolagy must result in facilities Nat meet or exceed these calculations in order to he accepted. user input cell and point to computed cell 1 Project Name Golden Valley Subdivision, Basin A(Post Develupment) 2 Is area drainage basin map provided? Yes (mop most be included with storm meer colculuddes) 3 Enter Design Storm For Volume(100year per ACRD polity) 25 4 Finer number a stomge facllRies(25 max) 5 11 5Amaof Mminaga Subba5in(SFor Acres) Acres Acre 6 Determine the Weighted RunoffCoefficient(C) C=[(C1xH1)a(C2vA2)+(CnxAn))/A Weighted Avg ? Calculate Overland Flow Time of Concentration in Minutes (Tel or use default 30 mm 10 Pin. Subbasin Type of5urface Subbasin Subbasin 5ubbasin Hydraulic 5ubbasin Subbasin 5ubbasin Subbasin 1 Subbasin2 3 4 5 Subhasin6 7 a 9 10 0.49 0.42 033 Time 090 parks, zencferles [oeff. Length Manningn Perm 1.24 (min) sofa-osa .a is Asphalt 09s Carse a95 Mck 0.95 0.50 0.20 fields-5ano, .1 Sql Type "Ope 0 e D 0.60 .4 0.n] O1z 015 ever. R l-6% teep afi% D,09 I, 913 0 30 ,eyc, any 1,/n .. paaen On S calculate the Port-PmjeG peak d'ucharge(OPeak) 0-1 L76 to calculate Peak own, (uses 2,d aarm) Owo 090 (used for S/G Trap Mixed velocity, WQ storm conveyance system string) 11 Calculate ental mwffvol M(fer suing primary storage) V 2,345 it, V =C (Fctio)Ax3600 12 Calculate Vvry, (far sizing WO facilities) Enter Percentile Storm l(80lh percentile =034 in) 60th 034 In Enter WQ Volume(Vwp=4i(fmmline abpve)xPx3600) ve, gpg R' 13 Detention: Approved Discharge Rate to Surface Wafers (if applicable) cis Surface Storage: Pond WO Pond Faraday i 15% sediment V 1,044 W Primary Treatment/Storage Baal. V 1,438 1' Subsurface 5tocage: Seepage Bed Volume Without Sea meet Factor V 2,345 ftp See BMP045eecaee Bed far Oesien Volume With Sediment P:\13-047\Documents\Reports\Drainage\Part Dav_ACHD Sri CALCS_7-23-13 Version 5.6, July 2013 izrm,xed w,nml coexeenss for vows su,bees Type of5urface MwpN Cnerrd.. 'C ruxuass Hydraulic o7O-095 ismn nalSTowhoed areas L:6;1L-pelWftl hXderSal 51 h.4., p35 -o50 Radius Flow Flow 035 -Doss Apaccneord—P.a areas Intercept Ndusaial aid Cwnlnercral A/Wet Velocity Time 090 parks, zencferles [oeff. Length Manningn Perm (fps) (min) ,eyc, any 1,/n .. paaen On S calculate the Port-PmjeG peak d'ucharge(OPeak) 0-1 L76 to calculate Peak own, (uses 2,d aarm) Owo 090 (used for S/G Trap Mixed velocity, WQ storm conveyance system string) 11 Calculate ental mwffvol M(fer suing primary storage) V 2,345 it, V =C (Fctio)Ax3600 12 Calculate Vvry, (far sizing WO facilities) Enter Percentile Storm l(80lh percentile =034 in) 60th 034 In Enter WQ Volume(Vwp=4i(fmmline abpve)xPx3600) ve, gpg R' 13 Detention: Approved Discharge Rate to Surface Wafers (if applicable) cis Surface Storage: Pond WO Pond Faraday i 15% sediment V 1,044 W Primary Treatment/Storage Baal. V 1,438 1' Subsurface 5tocage: Seepage Bed Volume Without Sea meet Factor V 2,345 ftp See BMP045eecaee Bed far Oesien Volume With Sediment P:\13-047\Documents\Reports\Drainage\Part Dav_ACHD Sri CALCS_7-23-13 Version 5.6, July 2013 izrm,xed w,nml coexeenss for vows su,bees Type of5urface MwpN Cnerrd.. 'C ruxuass Wsmtmxe areas o7O-095 ismn nalSTowhoed areas v50-a.J(I hXderSal 51 h.4., p35 -o50 AaumimNy OS6-6J5 ,referee! burall 035 -Doss Apaccneord—P.a areas 1170 Ndusaial aid Cwnlnercral tlealT areas 090 parks, zencferles .-025 9laytsounds size -035 Palboatl yard areas DYI o{D u>.mw,a+ed.,ear sofa-osa .a is Asphalt 09s Carse a95 Mck 09s Pools a9a fields-5ano, .1 Sql Type "Ope 0 e D FINOQX .4 0.n] O1z 015 ever. R l-6% teep afi% D,09 I, 913 0 30 0]3 o1S D23 030 Adapted from ASCE 10/1/2013, 7:19 PM 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 calculatiola and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in faclities that meet or exceed these calculations in order to be accepted. Calculate Post Project Flows (for prPprpjeRflOyl$irlgreaSe OOR16¢n MS[OrOge facilities to create new tab) User input in yellow cells. To accept default value type =in yellow cell and point to computed cell I Project Name Golden Valley Subdivision, Basin B(Past Development) 2 Is area drainage bash, map provided? yes (mop most be included with stormwoter mlculatiorv) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 25 5 5 Area of Drainage Subbasin(SF or Acres) Anes Acre: 6 Determine the Weighted Runoff Coeffclen[ (C) G((CI 1)t(C2 2)t(GnxAn)]/A Weighted Avf M- SubbasinSubbasin Type insurbace RunoffCcef6cieOts'C Subbasin 5ubbasin Hydraulic Subbasin Subbasin Subbasin Seidman 1 Subbasin 2 3 4 5 Bonham6 7 8 9 10 0.47 0.92 Velocity, Tme BasinlD (in) Slope (ft/ft) Coeff. Length Manning, Perm 39 (min) D30-0.30 at.. Anemia 095 coni 0.95 Erick 0.95 0.50 095 luks: sandy soil Sonlype store 0C o 0.65 ons on7 rax oss Aiuo 2-6% .s ' fi pag D]R 0.15 OSD Calculate werhntl Flow Time of CDnrxntmii0n in Minutes (Tc) or use default 10 ILJ .in n Mm. 3 .............a......a�....................1 e,............................ 9 GlcuUtethePrst-Protect peak discharge (OPeak) 10 Calculate peak Owq (uses Zyr actm) (used for 5/G Trap throat velocity, WCC storm conveyance system shine ) 11 Calculate total mruff .1IV) (for sizing primary rtorage) V =Ci (To60)AxB600 12 Calculate Vwq(for sizing WQ trollies) Enter Percentile Storm I (80th peroen01e=034 in) Enter WD Volume (Vwp=Gi (from line above) x0.,3600) 13 Detention: Approved DBchalge Rate to Surface Waters (if applicable) Surface Storage: Pond WD Pond Tomboy +15%sediment Primary Treatment/Storige Basin Subsurface Storage: Seepage Bed Volume W ithaut Sediment Factor Qua. 192 cfs ❑wq 0.92 ars V 2,86] Each 0.34 in Vmn i,ll0 W .is V 1,276 V ,757 Rs V 2,867 ft` P:\13-047\Documentr\Reports\Dminage\Port Da,_ACHD _5D_CALC57-23-13 Version 56, 1 my 2013 EM'enared a.nH twelfidents bs ow.-smisms. Type insurbace RunoffCcef6cieOts'C Bucci Hydraulic D30-095 tbban nelfinlwrlhould cs 0.50-0.70 Resus n0al sindedaan, 035-050 Radius Flow F10w Pipe size Aps-M:ent dwell. mo, Intercept tiduspN and ranmercul A/Wet Velocity, Tme BasinlD (in) Slope (ft/ft) Coeff. Length Manning, Perm (fps) (min) 3 .............a......a�....................1 e,............................ 9 GlcuUtethePrst-Protect peak discharge (OPeak) 10 Calculate peak Owq (uses Zyr actm) (used for 5/G Trap throat velocity, WCC storm conveyance system shine ) 11 Calculate total mruff .1IV) (for sizing primary rtorage) V =Ci (To60)AxB600 12 Calculate Vwq(for sizing WQ trollies) Enter Percentile Storm I (80th peroen01e=034 in) Enter WD Volume (Vwp=Gi (from line above) x0.,3600) 13 Detention: Approved DBchalge Rate to Surface Waters (if applicable) Surface Storage: Pond WD Pond Tomboy +15%sediment Primary Treatment/Storige Basin Subsurface Storage: Seepage Bed Volume W ithaut Sediment Factor Qua. 192 cfs ❑wq 0.92 ars V 2,86] Each 0.34 in Vmn i,ll0 W .is V 1,276 V ,757 Rs V 2,867 ft` P:\13-047\Documentr\Reports\Dminage\Port Da,_ACHD _5D_CALC57-23-13 Version 56, 1 my 2013 EM'enared a.nH twelfidents bs ow.-smisms. Type insurbace RunoffCcef6cieOts'C Bucci Devist.aeas D30-095 tbban nelfinlwrlhould cs 0.50-0.70 Resus n0al sindedaan, 035-050 kfulWsaus am -0.75 Pe9denfal Imuran 015 -0.4D Aps-M:ent dwell. mo, 0.70 tiduspN and ranmercul .gidaeas Dm Bevy wec 090 PxM1s, mmetries 0.10-a25 Playgrounds 020-095 Raine ad yad are. 020-O.M unlyinci Tees D30-0.30 at.. Anemia 095 coni 0.95 Erick D95 POMs 095 luks: sandy soil Sonlype store 0C o Hato -ass ons on7 rax oss Aiuo 2-6% .s ' fi pag D]R 0.15 OSD D.13 O26 033 O.2B Adapted h'om As[E 1011/2013,7:18 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method NOTE: This warksheet is intended to be a guideline to standardize Al 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 calculation in order to be accepted. Calculate Post Project Flows (for pre prj Ifl ,'increase number of ocal. frailties [ocreate newtab) User input in yellow cells. To accept default value type = in yellow cell and paint to computed cell 1 Project Name Golden Valley Subdivision, Basins Ag (Post Developmentl 2 Is area drainage basin map provided? Yes (mop must be included with storm water calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) is 5 Area of Drainage Subbasin(SF or Acres) Anes Acre: 6 Determine the Weighted Runoff Coefficient IC) C=[(C1eA1)1RCc,A2)+(Cnxnn))/A Weightetl Avg m.-._ a_..... --- ._u_.:__ n Subbasin V subbershe Subbasin Subbasin Hydraulic Subbasin Subbasin Subbasin Subbasin 1 Subbasin2 3 4 5 Subbasin6 2 B 9 SO 0.96 1.34 0.33 Time BasinlD lin) Slope (ft/H) Coeff. Length Manningn Perm Z.fi3 (min) WE, Fond Falls, a l5%sediment V 2,320 k' Primary Treatment/Storage Basin V 3795 fit 0.95 0.50 0.20 Fields_Smdv SOLI Volume Without Sediment Factor V 512 it, C 0.63 can, OA] L. 00 .15 Average zb% Sftum' eAi .09 0.11 bis 0.30 T Calculate Ove land Flow Time of Corcentratlon in Minutes (Tc) or use default 10 min 0 Mln. 9 Calculate the Post -Project peak discharge fogies) usie 1u Calculatepeak0bwq(m.2-aurum) Qsm (used for 5/0 Trap threat velocity, WQ storm conveyance system sizing) 11 Calculate ental rommi l IV) if., sizing primary storage) V 512 ft' V=Cr(Tc=601Aa36o0 Hydraulic 0.30-095 nom. neriPlmhaad 12 Calcvlate Vert (far sizing WtlfacilRies) R EeRbM �e-faah Enter Percentile Storm l RIM percentile =034fir) Radius Flow Flow Pipe size Ww Intercept it 13 Deserters ApemVed Discharge Rate to Surface Waters (If applicable) A/Wet VelocityV Time BasinlD lin) Slope (ft/H) Coeff. Length Manningn Perm fps)) (min) 9 Calculate the Post -Project peak discharge fogies) usie 1u Calculatepeak0bwq(m.2-aurum) Qsm (used for 5/0 Trap threat velocity, WQ storm conveyance system sizing) 11 Calculate ental rommi l IV) if., sizing primary storage) V 512 ft' V=Cr(Tc=601Aa36o0 Ensor. ae. 0.30-095 nom. neriPlmhaad 12 Calcvlate Vert (far sizing WtlfacilRies) R EeRbM �e-faah Enter Percentile Storm l RIM percentile =034fir) Piuf¢txngy With 0.34 in Enter WQValume(Vwa= at (form Imiaboye) racial Ww 2,017 it 13 Deserters ApemVed Discharge Rate to Surface Waters (If applicable) child. am ch 14 Volume Summary Partse<aeterses sue. -035 Flaaveuw Surface Storage: Pond Rlwtl yvd:en DSD-esD u,aprwaa a:u WE, Fond Falls, a l5%sediment V 2,320 k' Primary Treatment/Storage Basin V 3795 fit Subsurface Stooge: Seepage Bed Beuh D95 Fields_Smdv SOLI Volume Without Sediment Factor V 512 it, P:\13-047\Documents\Reports\Drainage\Post DeV_ACHD SD_CALC5_]-23-13 Version 5.6,July 2013 en®azea rmnolf uelGUWs M vaiom scubas Tqe Asatace xunolf C«FOueatsY so.anes Ensor. ae. 0.30-095 nom. neriPlmhaad 050-570 R EeRbM �e-faah 0ee5-O50 Piuf¢txngy surssedwi house 035 -OM a ane. avestor..a, a." ank slrlar and 6aemreeeisl child. am Hea,rani pair Partse<aeterses sue. -035 Flaaveuw DSO -Dees Rlwtl yvd:en DSD-esD u,aprwaa a:u 43�q�ei43 Sseee rBst sees cars. 095 Arack &i[Is Obs Beuh D95 Fields_Smdv SOLI st$Type amuse P D C 0.101% can, OA] L. 00 .15 Average zb% Sftum' eAi .09 0.11 bis 0.30 0.z3 43.19 D33 Olr Ada hon gSCE 9/28/2013, 6:06 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACID 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. User input in yellow cells. To accept default value type = In yellow cell and point to computed cell 1 Project Name Golden Valley Subdivision, Basin C(Post Development) 2 Is area damage basin map provided? yes (mop must be included with stermworer calculations) 3 Enter Design Storm For Volume]10o-year per ACHD policy) 25 5 Area ofOainage 5ubbour(SF orAcres) Acres Acre 6 Oetersnlne the Weighted Runoff Coefficient (C) C[(C1w11)+(C A2)+(CTxNn)]/A Weighted Av, n Subbasin Terse dearfase Bushman Suhbashe Subbedn Hydraulic 5ubbasin 5ubbasin Subbasin 5uhlemin 1 Subbesini 3 4 5 Subbasln6 7 B 9 10 am A/Wet Velocity Time Basin ID Slope (ft/ft) Length Manningn Perm 033129 (min) ASPFX Conner¢ am 095 Brack U95 noon 0.95 0.50 sou Type slope A 6 e m RAO -2% 13.134 0.59 133t ¢1s Avera¢¢— mae 13.12 .as ¢m .,v6% 13.13 7 mIlculate Overland Flow Time of Concentration in Minutes(Tc) or use default 10 WSJ 0 Mln. *Determine tneaverip am2n m ansrylu srom Ur curve oase0 on 9 Czlculatethe Post -Prefect peakduchuMe(Weak) 413 192 cis lu Calculitepeakgwq(uses 2-ersiorm) own 0.90 ds (used furs/G Tap Olwat veledty, WQ storm conveyance system sbing ) Iforoingprimarystoage) V V =CI (1c=60)M3600 11 Calculate Vwq(for sizing Wafeellives) Enter Percentile Storm l 180th percentile=034 in) Both 0.34 In EnterWGVolume(Vw =Cni(fmmllneaboye).W600j Von 1,173 ft' 2 Detention: Approved Discharge Rate to Surface Waters rd applicable) efs Sur2ce Storage: Pond WO Fond Fambey a 15% sediment V 1,349 ft' Primary Treatment/Storage Bazin V 1$50 ft' Subsurface Storage: Seepage Bed Volo me Without Sediment Factor V 3,031 ft' P:\13-007\Documents\Reports\Drainage\Post Dev_ACHD _SD_CAICS7-23-13 Version 5.6, July 2013 EMimxed nano" memdams for various SuAxee Terse dearfase camem CoenharsY eu9 ea arose arca -095 Hydraulic am 030-0.70 Re9tlential ardedvuir 095-030 Aning,o ay 0b0-0.75 Radius Flaw Flow Pipe Size ndusam and raxnerc n` Intercept Lark es. am A/Wet Velocity Time Basin ID Slope (ft/ft) Length Manningn Perm (fps) (min) *Determine tneaverip am2n m ansrylu srom Ur curve oase0 on 9 Czlculatethe Post -Prefect peakduchuMe(Weak) 413 192 cis lu Calculitepeakgwq(uses 2-ersiorm) own 0.90 ds (used furs/G Tap Olwat veledty, WQ storm conveyance system sbing ) Iforoingprimarystoage) V V =CI (1c=60)M3600 11 Calculate Vwq(for sizing Wafeellives) Enter Percentile Storm l 180th percentile=034 in) Both 0.34 In EnterWGVolume(Vw =Cni(fmmllneaboye).W600j Von 1,173 ft' 2 Detention: Approved Discharge Rate to Surface Waters rd applicable) efs Sur2ce Storage: Pond WO Fond Fambey a 15% sediment V 1,349 ft' Primary Treatment/Storage Bazin V 1$50 ft' Subsurface Storage: Seepage Bed Volo me Without Sediment Factor V 3,031 ft' P:\13-007\Documents\Reports\Drainage\Post Dev_ACHD _SD_CAICS7-23-13 Version 5.6, July 2013 EMimxed nano" memdams for various SuAxee Terse dearfase camem CoenharsY eu9 ea arose arca -095 Vrhan rieiddvhmtlxea am 030-0.70 Re9tlential ardedvuir 095-030 Aning,o ay 0b0-0.75 Peddentel lruraq 0.25-0.40 Pgxtanw. dweRnK veu 070 ndusam and raxnerc n` Lark es. am le y:e. a" Park, cener ies ¢W -o 2n Playgrounds a"-¢95 Reamed recall area x.213 -13.4a Ura,d arem ti.2m-m.9a Ao� ASPFX Conner¢ am 095 Brack U95 noon mss F Ws.:Scol sal sou Type slope A 6 e m RAO -2% 13.134 13.0 133t ¢1s Avera¢¢— mae 13.12 .as ¢m .,v6% 13.13 91B 13]3 a.2B Adapted from ASrE 10/1/2013, 6:54 PM 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. User Input in Wilocells To accept default value type= y flow cell and point tcomputed cell S Project Name Golden Valley Subdivision, Basins A,B,C(Post Development) 2 Is area dalnage basin map provided? yes (map must be included with stormwpter calculations) 3 Enter Design Storm For Volume(100-year per ACHD policy) 25 S Area of Drafnage Subbasin (5F or Acres) Acres Acre 6 Determine the Weighted Runoff Coeffck (Cf C=((C1%A1)+(UJA2)+(CnxAn)j/A Weighted Av Subbasin 1 Subbasin Subbasin Subbasin 5.22 cis Subbasin Subbasin Subbasin Subbasin 1 6ubbasin2 3 4 5 Subbasin6 7 8 9 16 1.29 2.63 0.33 a0th 034 in Enter WQVolume(V,= cxi(from line above) xWGW) vw, 3,190 ft 130etemon: Approved D6charge Rate to Sudace Waters(d applicable) am -axe —ds 4.25 Asphah AsoBs 69s mneY bFch oB5 om euWs 0.95 0.50 Oto Fells: send, sir slope A 0 C D 0.61 sets pet] 6.33 6.15 Averole 2o'6 OD9 s13 015 OSO 7 male Mate Overland Flow Time of Concentration in Minutes (Tc) or use default 30 e Mln. 8 Determine the average rainfall iromsby(I) fmm IOF Curve based on 1 2.00 fivor . calculate the Pvpt reject peak disch.m.(QPeak) C..0 5.22 cis w Calculate peak Qwq(uses 2 -yr storm) Ulan 2.66 ch (used for S/G Trap thrust veludity, WQ ated. conveyance system sizing) 63$-656 Noom- ala 11 Calculate total mnoffvpl(V)(for sizing primary storage) V 2,244 It V=Ci (Tc-b0)Nr3600 6)6 colustrd and Cmm 4 12 Calculate Vwq(for siting WQfaciales) zoda en 686 Enter Percentile Storm l(eosh percentile=034 in) O.AI a0th 034 in Enter WQVolume(V,= cxi(from line above) xWGW) vw, 3,190 ft 130etemon: Approved D6charge Rate to Sudace Waters(d applicable) am -axe —ds Surface Stn2ge: Food WQ Pond Ebrebay+15`4 sediment V 3,669 fd Primary Treatment/Storage Basin V Subsurface roomier: 58apage Bed Volume Without sediment Factor V 8.244 ft' I coons cancan. nM Jnr mile. Vnlume With Sediment P:\33-047\Documents\Reports\Dainage\Post Dev_ACHD SD CALCS_J-23-13 Version 5.6, July 2013 EstuaacM wnoM rneflioems Eor v.(wrrt 5mfazss Type dSUla[e PuroBCaelBrieNa'C evenness um.—iivoi Urbm neiyi6vhmadaren' 050-ci 650-LL]ll Nuebsarafts! Sn9GdYwl/ 63$-656 Noom- ala Oi6-OR B.deerma lmr+e ass-aaa AOpYkMdyRlFne ori 6)6 colustrd and Cmm 4 zoda en 686 Ifinmr ea O.AI Podaarac@riez 616 -ass raa,ypvnda 616-n3s Andruaci,wd area am -axe ommaxwnt rias o16-630 Asphah AsoBs 69s mneY bFch oB5 om euWs 055 sdnryM Fells: send, sir slope A 0 C D 11.0-o sets pet] 6.33 6.15 Averole 2o'6 OD9 s13 015 OSO Sreep 6R O.la 03a 61a O.le Ad-grtetl kum q5[F 9/28/2013, 6:06 PM POST -DEVELOPMENT 100 -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 calculsell shall establish a minimum requirement. The Engine's methodology must result in facilities that meet or exceed these calculations in order to be accepted. sec ✓-.inns computed call . cell and point [a compu[etl w0 1 Prgect Name Gold..Valle,Subdivision, Basin A(Past Development) 2 Is area drainage basin map provided? Yes (map must be Included.0 srmmember calculations) 3Enter Design Storm For Volume(10,enr per ACHD policy) 100 4 Enter number ofRorzge handles (25 maul 5 click to show More Subbasin ❑ 5 Area of Drainage Subhasin(SF or Acres) Acres Acre: 6 Determine the Weighted RunoffCoefficient(C) GlfclxAlp(cz.Az)+(oxen))/A weighted Avg 7 Calculate Ovedand Flow Time of Concentration In Mmmes (Tc) or use dafaub 30 .To I In Ru n Subbasin 1 Subbasin Subbasin Subbasin curs Subbasin Subbasin Subbasin Subbasin 1 Subbasmn 3 4 5 subbasin6 T 8 9 10 0.49 0.42 0.33 o.w 12 Glwlate Vwq(far sizing WD facllitiesl use Paks,mmehriei p1e-O25 Enter Percentile Storm l 180th percentile =0.34 in) eSll-O95 1.24 0.34 In Enter WO Volume (Vwo= Od(frem line a hove) kAx3600) Vwa 909 ft. 33 Detention: Approved Discharge Rate to Surface Waters (if applicable) oes ook cfs 0.95 0.50 0.20 095 Surface Storage: Pond scp Tyne slope WO Pond Forebay+15%sediment V 0.69 ft' Primary heatinent/51mage Basin V 2,155 ft' Subsurface Storage: Seepage Bed ppg 011 O15 8 Determine Me ...,a rainfall -intensity [R bum ME Curve based on 1 2.77 m1hr 9 calculate the Port -Project peak discharge(OPask) curs 2m as to calculate peak own, (uses 2ryr atonal Owa 0.90 cis (used for S/G Trap throat vebcirg M doom acurru anca system sizing) n35 -close r?vara a, a5a-675 11 Calculate total mnoffvol(V)(for sizing primary stooge) V 3,072 ft' V=G(rc�o)Ax36o0 Dgnt.ees o.w 12 Glwlate Vwq(far sizing WD facllitiesl use Paks,mmehriei p1e-O25 Enter Percentile Storm l 180th percentile =0.34 in) eSll-O95 90th 0.34 In Enter WO Volume (Vwo= Od(frem line a hove) kAx3600) Vwa 909 ft. 33 Detention: Approved Discharge Rate to Surface Waters (if applicable) oes ook cfs 14 Volume summary oes Foods 095 Surface Storage: Pond scp Tyne slope WO Pond Forebay+15%sediment V 1A144 ft' Primary heatinent/51mage Basin V 2,155 ft' Subsurface Storage: Seepage Bed ppg 011 O15 VOIume Wimoul Sediment Factor V 3,072 ft' See BMP04 5eapage Bed for Oesln gVolume WAR 5edimenu D.xa "speed Arm As[F P:\33-047\Documents\Reports\Drainage\Port Bev_ ACHE 5D CALC5723-13 Version 5,6, Ju ly 2013 10/112013,7:21 PM Fttimaeedmu,W meFicie b-'arbussurraas Type of 5". nurofl[oafliriems'C e lKss Iusub. aaa-.9 uaenaex If6an nepnbofnooa.rea: ow -.7a aerwensal SMJeixn'ly n35 -close r?vara a, a5a-675 ne9dvNN Ours') i -am A..'adwelpneere,s I" Industrial and Conerercml Dgnt.ees o.w Heaye.ear use Paks,mmehriei p1e-O25 Pevor..ds eSll-O95 "roadyeroerms ala -ono Iavalmovea.ear oill 5tree¢ Asphax oes ook oss en cook oes Foods 095 nelds:5endy wal scp Tyne slope a c o Asia xis aW 0% 0.11 015 Average 2-fi% Steep M!f ppg 011 O15 .2. 0�9 oa5 a.xs D.xa "speed Arm As[F 10/112013,7:21 PM 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 orderto be accepted. _— birel B¢eps for Peakymha ge RaYe usm�EhaR@n bMethodcalceWtedfde pps['-pmjett Calculate Post-Pmject Flows (for memprcjecto increase number of storage f "rhes to create new tab)) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Golden Valley Subdivision, Basin B(Past Development) 2 Is area drainage basin map provided? Yes (map most be induded with stormwater calculations) 3 Enter Design Starr For Volume(1o0-year per ACHD policy) 100 5 Areaof Drainage5ubluminsFor Acres) Acres Acre 6 Detwourathe Weighted Runoff Coefficient (C) C-[c1xA1)*(C2x%2)t(CnxAn)1/A Weighted Avl Subbasln Type MSwfate Subbasin Subbasin Subbasin aydmWic Subbasin 5u1abasin Subbasin Subbasin 1 Subbasin2 3 4 5 Spbbasin6 T B 9 10 0.47 0.92 Velocity Time castle) (in) Slopelft/ft Cpeff. Leneh Manningn Perm 1.39 (min) Q5Q-QSQ 5h.. Aul 0 Cmcrete Puts trick 0.95 0.50 ass FeWs: Sandy sag loll slops A a e 0 0.65 OM "a Q.11 0.35 Avera5e 14% J Calculate Overlantl Flow Time ofConcentration in Minutes (Tc) or use defrult SO .in I so MIn. ......._ ..........w•._..... .............. ru .............. —....�. e UIculMe the Post-Pm)eR peak discharge losses) au Ca cul peak Qwq (uses 2 -yr storm) Iwed for 5/G Trap threat veloeiry, WQ storm conveyance system string ) 11 Calculate total mnoff vol (VI (for sizing primary storage) V =Ci (15c60)Ax3600 12 Calculate Vwq (far sizing WQ facilities) Enter Percentile Storm I (BOUT Tumoral =034Ir] Enter WQ V.lame (Vv,=Cal (fmm line above) xAx3600) 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 14 Volume Summary Surface Storage: Pond WQ Pond Forebay a 15% sediment Primary Treatmant/Sterage Basin 5.1emia. Stcm,,: Seepage Bed Volume Without Sediment Factor Qfas 229 Ws Q. 092 offs V 3,756 Both 0.34 in Vwa l no ft' cfs V 1,276 W V 2,646 IF V 3,756 ft, P:\13-047\Documents\Repatr\Drainage\Post Dev_ACHD_SD CALC57-23-13 Version 5.6, July 2013 indons wl Sol sawffioeMa for Van— soolos s Type MSwfate Real CeeMrients-C .or— aydmWic O7Q-09s Urban-10horhpodaeas b.-0.70 iesld- l 5ingle4wool Itt Radius Flow Flow Pipe She Aprbne(ddwednCYeu Intercept awuso-ml and CommerChl A/Wet Velocity Time castle) (in) Slopelft/ft Cpeff. Leneh Manningn Perm if s) (min) ......._ ..........w•._..... .............. ru .............. —....�. e UIculMe the Post-Pm)eR peak discharge losses) au Ca cul peak Qwq (uses 2 -yr storm) Iwed for 5/G Trap threat veloeiry, WQ storm conveyance system string ) 11 Calculate total mnoff vol (VI (for sizing primary storage) V =Ci (15c60)Ax3600 12 Calculate Vwq (far sizing WQ facilities) Enter Percentile Storm I (BOUT Tumoral =034Ir] Enter WQ V.lame (Vv,=Cal (fmm line above) xAx3600) 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 14 Volume Summary Surface Storage: Pond WQ Pond Forebay a 15% sediment Primary Treatmant/Sterage Basin 5.1emia. Stcm,,: Seepage Bed Volume Without Sediment Factor Qfas 229 Ws Q. 092 offs V 3,756 Both 0.34 in Vwa l no ft' cfs V 1,276 W V 2,646 IF V 3,756 ft, P:\13-047\Documents\Repatr\Drainage\Post Dev_ACHD_SD CALC57-23-13 Version 5.6, July 2013 indons wl Sol sawffioeMa for Van— soolos s Type MSwfate Real CeeMrients-C .or— Downtown area= O7Q-09s Urban-10horhpodaeas b.-0.70 iesld- l 5ingle4wool Itt Muff4s 1y . 03s Be9dewesal Qunal 035-QAQ Aprbne(ddwednCYeu 67Q awuso-ml and CommerChl Door am QearYar c am brky rxrtr .x 030-0,25 Plrylaounds 0:10-035 wuroedya4araas Q30-060 Dnnraso. weY Q5Q-QSQ 5h.. Aul 0 Cmcrete Puts trick oss Omh ass FeWs: Sandy sag loll slops A a e 0 fiM O-1% OM "a Q.11 0.35 Avera5e 14% Steeple% Q119 l 01e m� ......._ ..........w•._..... .............. ru .............. —....�. e UIculMe the Post-Pm)eR peak discharge losses) au Ca cul peak Qwq (uses 2 -yr storm) Iwed for 5/G Trap threat veloeiry, WQ storm conveyance system string ) 11 Calculate total mnoff vol (VI (for sizing primary storage) V =Ci (15c60)Ax3600 12 Calculate Vwq (far sizing WQ facilities) Enter Percentile Storm I (BOUT Tumoral =034Ir] Enter WQ V.lame (Vv,=Cal (fmm line above) xAx3600) 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 14 Volume Summary Surface Storage: Pond WQ Pond Forebay a 15% sediment Primary Treatmant/Sterage Basin 5.1emia. Stcm,,: Seepage Bed Volume Without Sediment Factor Qfas 229 Ws Q. 092 offs V 3,756 Both 0.34 in Vwa l no ft' cfs V 1,276 W V 2,646 IF V 3,756 ft, P:\13-047\Documents\Repatr\Drainage\Post Dev_ACHD_SD CALC57-23-13 Version 5.6, July 2013 indons wl Sol sawffioeMa for Van— soolos s Type MSwfate Real CeeMrients-C .or— Downtown area= O7Q-09s Urban-10horhpodaeas b.-0.70 iesld- l 5ingle4wool Itt Muff4s 1y . 03s Be9dewesal Qunal 035-QAQ Aprbne(ddwednCYeu 67Q awuso-ml and CommerChl Door am QearYar c am brky rxrtr .x 030-0,25 Plrylaounds 0:10-035 wuroedya4araas Q30-060 Dnnraso. weY Q5Q-QSQ 5h.. Aul Q95 Cmcrete Puts trick oss Omh ass FeWs: Sandy sag loll slops A a e 0 fiM O-1% OM "a Q.11 0.35 Avera5e 14% Steeple% Q119 l 01e .0 O14 018 Q39 038 Adapted ft. ASCE 10/1/2013, 7:22 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method NOTE: Thiswarksheet is intended er be a midellne m standardize ACRD checking ordraim,ri almlations and shall not replace Ne Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Enginem's methodology must result in facli ica Nat meet or exceed these calculations in order to be accepted. �.. pasPPmjec[FI (for prep role c[flows, 'nc re a au number of storage f IL to create Fact ab) User input in yellow cells. To accept default value type = in yellow cell and paint to computed cell 1 Projeet Name Golden Valley Subdivision, Basins A,B(Post Development) 2 Is area drinage him. map provided? yes (map must to induced with shermwater calculations) 3 Enter Design Storm For Volume(10(Yyear per ACH D peffry) 100 5 Area ofDminage Subhasin ISE or Acres) Acres Acres 6 Determine the Weighted Runoff coefficient (C) CQC1xA1)$CxA2)+(CmAn)1/A Weighted Avg Click to Show More Subbxins ❑ 5uhhasin Toe ofwrface Sabatini Suilmons Subbasin Hytlraulic Subbasfn Subbasin Subhashn Subbasin 1 Subbasin2 3 4 5 Subbasinb J 8 9 So 0.96 1.34 0.33 Tons easinl0 (in) Slope(ft/ft) C9eff. Length Mined,n Pa. 2.fi3 (min) 9]9-099 .m. Asphaft 995 Conner= 09s Erick 0.95 0.50 0.20 sca Type Feld, Yndv sdt Slope A B e 0 Fix o-2% O.fi3 Averare 2695 0" 91z ties o39 stem�6z 9:R3 918 013 938 Adapted Fan ASCE ] Calculate Overland Flow Time of Concentration in Minutes (TCI or use default 10 .To mNn. 8 Determine the average ranging Intensity O from lDIF Cures based on I L52 hal 9 Calculate Ne Post -Prosect peak dhcha¢e(Weak) oaa 0.16 cFe S9 Calculate Peak Qwq(uses 2 -yr starm) Q. L68 chs (sed foss/Gimp Nmatvelocity, WQ storm conveyance system sizing) V 6,828 V=CijT'-60)Ad60o R calculate Vwq Qm sizing WQfacilities) Enter Percentile Storm ((80th percentile=034 in) 80th 034 in Enter WQ Volume IVwa=CS! (f . linea hove) rlo3600) Vs. 2,017 R 03 Cetention:Apprwed Discharge Rateto Surface Waters (if appliabie) �cfz Surface Stoage:?and Toe ofwrface WQ Fond Fm ibayr 15% sediment V 2,320 fe Primary Treatment/Storage Basin Hytlraulic Subsurface Stoage: Seepage Bed Usten -LLfien neld�hvhaodaex Volume Without Sediment Factor V 6,828 he Sagredamitq 035-959 0.atllus Flaw Flow Pipe Size Ape-9xert du4tinp areas Intercept indu s9®1 rd ConncrcfS A/Wet Velocity v Tons easinl0 (in) Slope(ft/ft) C9eff. Length Mined,n Pa. (fes) (min) 8 Determine the average ranging Intensity O from lDIF Cures based on I L52 hal 9 Calculate Ne Post -Prosect peak dhcha¢e(Weak) oaa 0.16 cFe S9 Calculate Peak Qwq(uses 2 -yr starm) Q. L68 chs (sed foss/Gimp Nmatvelocity, WQ storm conveyance system sizing) V 6,828 V=CijT'-60)Ad60o R calculate Vwq Qm sizing WQfacilities) Enter Percentile Storm ((80th percentile=034 in) 80th 034 in Enter WQ Volume IVwa=CS! (f . linea hove) rlo3600) Vs. 2,017 R 03 Cetention:Apprwed Discharge Rateto Surface Waters (if appliabie) �cfz Surface Stoage:?and Toe ofwrface WQ Fond Fm ibayr 15% sediment V 2,320 fe Primary Treatment/Storage Basin V 4,g11 fe Subsurface Stoage: Seepage Bed Usten -LLfien neld�hvhaodaex Volume Without Sediment Factor V 6,828 he P:\]3-W]\Documents\Reports\Drainage\PosI DeV_ACHD SD CALLS ]-23-13 Version 5.6, July 2013 rsfmmua 9unn9 chroniclers, fa serious surrxx Toe ofwrface XumH LoetfideMs'e ti d s teat 019-995 Usten -LLfien neld�hvhaodaex 959-079 uddential Sagredamitq 035-959 &W9Ham9y (M9-ts]5 Residential bard) tine-. Ape-9xert du4tinp areas .79 indu s9®1 rd ConncrcfS lipdareas 9m xem Rex am Parks, mmerertes nz9-uxs Parmsee ids 920-0.3S RdY'pd ymd erex 020-0.19 dne"Preaved arms 9]9-099 .m. Asphaft 995 Conner= 09s Erick "a Pro(a P9a sca Type Feld, Yndv sdt Slope A B e 0 Fix o-2% orae 9a] 9.29 011 Averare 2695 0" 91z ties o39 stem�6z 9:R3 918 013 938 Adapted Fan ASCE 10/1/2013, 6:54 PM ACHD Calculation Sheet for Finding Peak Discharge/Volume -Rational Method NOTE: This worksheet is Intended to be a guideline W standardize ACRD checking of drainage calculations and shall net 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. _..- -� It4'rtlgx Ed3q� Md€hddita e0lata Calculate Post- Project Flows [for pre projectflows, recrease number of" -qy, User input in yellow cells. To accept default value type -in yellow cell and poletto computed cell 1 Project Name Golden Valley Subdivision, Basin C least Development) 2 Is area drainage basin map provided? yes (map most be included with stormwater calculations) 3 Enter Design SWrne For Volume (100 -year per ACH D policy) 100 5 Areaof Drsiage5ubbasm(5For Acres) Acres Acre 6 petermine the Weighted Runoff coeffident (q C=[(C1 1)+(C2A2)+(CnxAn)J/A Weighted Awl n Subbasin Type af5o[h[e Subbasin Subbasin Subbasin Hydraulic Subbasin Subbasin 5ubbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 ] 8 9 10 0.33 1.29 Velpick, Time aaeb". (in) Slope (f[/k) Cal Length Manningn Perm 1.62 (min) Surface 5toagm Pond .,phe Dephano9 Doctrine, se ,,ick 095 kook 0.95 030 Mae r Subsufiace5tnmge: Seepage Bed 0" o Flat a-2% Dee 0.59 o.11 F. s Amcrato lr e% s vep orea o9s D32 ass Dole .%s > maculate Overland Flow Time of Concentmtlon In Minutes (Tc) or use default 10 11 "in Wmaled Porofl fnelFi[W[s h[ Vrlwrs Su[htts Type af5o[h[e flunoa[oelg[¢Ks'C' @u9n Daner rear . ta.n D.ya-Heol Hydraulic o90-D.TD k stlen5Y V=Ci(T<=60)Ax36o0 Snpednal, 095-pSO MupHanTl' nbll-pS5 Radius Flow Flow Pipe Size Ind..land rom ental Intercept tridid em 080 A/Wet Velpick, Time aaeb". (in) Slope (f[/k) Cal Length Manningn Perm (fps) (min) Wmaled Porofl fnelFi[W[s h[ Vrlwrs Su[htts Type af5o[h[e flunoa[oelg[¢Ks'C' @u9n Daner rear . ta.n D.ya-Heol wbadnajghturhaod veer o90-D.TD k stlen5Y V=Ci(T<=60)Ax36o0 Snpednal, 095-pSO MupHanTl' nbll-pS5 kssubared lru.a) nz5-OM apartment daidping ae 010 Ind..land rom ental 0 tridid em 080 Heary. 090 FHa. uses mis 0.10-D,s sco,,cuMF 030-085 scanning! yrda[ese, 0.20-0.r0 tkiteprared alae[ D.ID-o se Surface 5toagm Pond Wmaled Porofl fnelFi[W[s h[ Vrlwrs Su[htts Type af5o[h[e flunoa[oelg[¢Ks'C' @u9n Daner rear . ta.n D.ya-Heol wbadnajghturhaod veer o90-D.TD k stlen5Y V=Ci(T<=60)Ax36o0 Snpednal, 095-pSO MupHanTl' nbll-pS5 kssubared lru.a) nz5-OM apartment daidping ae 010 Ind..land rom ental 80th tridid em 080 Heary. 090 FHa. uses mis 0.10-D,s sco,,cuMF 030-085 scanning! yrda[ese, 0.20-0.r0 tkiteprared alae[ D.ID-o se Surface 5toagm Pond .,phe Dephano9 Doctrine, se ,,ick 095 kook ass Fields. send, mal Mae r Subsufiace5tnmge: Seepage Bed 0" o Flat a-2% Dee am o.11 F. s Amcrato lr e% s vep orea o9s D32 ass Dole .%s 018 on 038 ,ldephd£rom ASCE V Clculate de Post -Project peak discharge (Weak) lu calculate peak Qwq(uses 2ryntorm) (used for S/G Tap thmat velocity, WQ storm conveyance system sling) Qps Qwa 2p3 0.98 ds dr 11 Calculate total rureffwol(V)(for sizing primary storage) V 3,921 V=Ci(T<=60)Ax36o0 32 Calculate Vwq lfor sizing WQfaciliUes) Enter Peaen[ile Storm I(Bmh edom il.=034 in) 80th 034 in En@r WQVolume(Vnn= Est(fmm line above) xd19600) Vwn 1}T3 ftp 13 Greater: Approved Discharge Renta Surface Waters(fapplicahle) cfs' 14 Volume Summary Surface 5toagm Pond WQ Pond Fareboy+15%sediment V 1,349 fe Primary fromment/swage Basin V 2,298 fte Subsufiace5tnmge: Seepage Bed Volume Without Sediment Factor V 3,921 k' 10/1/2013, 6:54 PM P:\]3-04]\Documents\Reports\Damage\Post Dev_ACHD SO CALLS 7-23-13 Versim5.6,Ju1y2013 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE This.credu et is intendedta be a guideline to standardize ACHD checking of dminage 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 oNerto be accepted. 1-CIR"latEetiscvQRPmsSmage rocmes in create new tan, User input in yellow cells. To accept default value type = in yellow cell and point to computed cell I Project Name Golden Valley Subdyinhan, Basins ABC (Past Development) 2 Is area drainage basin map p.video? yes (map must be included with stormwoter mlmlo ions) 3 Enter Design Storm For Volume UOD-year per ACHD policy) 100 SAmaof Drainage SubhFam(SForAama) Acres Acte. 6 Determine the Weighted Runoff Coefficient (CJ C-J(CIxA1)+(C2xA2)+(Cmosv)]/A Weighted Avl Clkkm Sfinw Mum5uhbarins 71 Subhosin I Subbasin Subbase Subbasin xydramia Subbasin Subbed. subbasin Subbasin 1 Subhasin2 3 4 5 Subbasin6 T 8 9 to 1.29 2.63 0.33 Time Basin l0 (In) slope Will eoaff. Length Manningn Penn 925. (min) Enter WQVolume(Vssn=Cxi(fmmlineaboveJxA WO) Vr,.,y ;,190 ft' 0 Detention:Appmved DischaMeReteto Surfam WaVM(daWlicabiej Amro 095 ofs 0.95 0.50 0.20 NqM 'a C Q flet 0-2% 911a 0.61 Qit Q35 Awrge 36% Q119 nor OSS 039 5tep>fiT 0.33 Calculate overland Flow Time ofconcentmtion in Minutes (To) or use default 10 LJ .In I a Mm. B Deteraverage mine the rainfall Intensity(I) from OF Curve based on I 2S2 In/hr e Calculatethe Post -Project peak dbohaige(QPeek) xydramia 658 ads to Calculate peak Qwq(uses 2 -yr stern) Q. 266 cls fools" e" (used for S/G Trap throat velocity, WQAom conveyance system ening) Radius Flaw Flow Pipe Size V Interaept ft V=4 (T460,Ax3600 A/Wet Velocit, Time Basin l0 (In) slope Will eoaff. Length Manningn Penn (fps) (min) B Deteraverage mine the rainfall Intensity(I) from OF Curve based on I 2S2 In/hr e Calculatethe Post -Project peak dbohaige(QPeek) Hers 658 ads to Calculate peak Qwq(uses 2 -yr stern) Q. 266 cls fools" e" (used for S/G Trap throat velocity, WQAom conveyance system ening) PefiloRal lrimxi Q]s-aw Apfr6nnMdxtlBmBarea 11 Calculate total runoff vol IV) (for sheng primary storege) V 10,799 ft V=4 (T460,Ax3600 Beayress O.90 Pero, a. ., 12 Calculate Vwq (for sizing WQ facilities) Pla an-mis CAO -01,15 A3BVaa rad areas Enter Percentile Storm)(" percentile=036 in) rmernermed ren 801fir 0.34 in Enter WQVolume(Vssn=Cxi(fmmlineaboveJxA WO) Vr,.,y ;,190 ft' 0 Detention:Appmved DischaMeReteto Surfam WaVM(daWlicabiej Amro 095 ofs Surface Storage: Pond WQ Pond Forebay+l5%sediment V 3,669 it, Primary Treatramo/Stomge Basin V 7,609 fe Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 10,799 fe See BMPQ4 Seepage Bed far Design Volume With Sediment P:X13-007\DocOments%Reports\D2lnage\Poa DeV_ACHD _SO CALC5_2-23-13 Version 5.6, July 2013 EAaNetl 0.mari Continents M Vmiom surfaces Type a surface Inmottvaguenb'C- Badne:: n rnas ALSO-ad,mr orbee w m aeon ner<s ALSO -an P ds.. smai"VNy GUN B-50 fools" e" QEO-0.Ti PefiloRal lrimxi Q]s-aw Apfr6nnMdxtlBmBarea Qia awomrr.nd com ants sea areas pJm Beayress O.90 Pero, a. ., Q.w-nls Pla an-mis CAO -01,15 A3BVaa rad areas O.xu-aao rmernermed ren Asphalt ph Qe5 Isers hick Q85 Amro 095 soil Tape Fold,r smtly soil NqM 'a C Q flet 0-2% 911a QA) Qit Q35 Awrge 36% Q119 nor OSS 039 5tep>fiT 0.33 DSB OT] OSB Adaptrd from a sf 9/28/2013, 6:06 PM SAND AND GREASE TRAP CALCULATIONS 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 Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Golden Valley Subdivision, Basin A,B,C (Post Development) tnter number or Sana/urease i raps Izb max) i teference for Throat widths (inch) Baffle Throat Boise Velocity Is the Vault Size Number of Peak Flow Spacing width Area(fl?) 0.5 fps Velocity 1500 G SIG Traps Q-cfs (inch) (inch) n/a max. ok? 1000 G 1 2.66 20 50.5 7.01 0.38 teference for Throat widths (inch) 10/4/2013, 9:44 AM P:\13-047\Documents\Reports\Drainage\Post Dev_ACHIVE5bcbaG$F"62JH3 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a NQU1000 n/a n/a 60 NQU1500 n/a n/a 60 10/4/2013, 9:44 AM P:\13-047\Documents\Reports\Drainage\Post Dev_ACHIVE5bcbaG$F"62JH3 INLET AND GUTTER CAPACITIES ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing) 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. Steps for Gutter Conveyance & Inlet Design User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Golden Valley Subdivision, Basin A (Post Development) 2 Curb Type Hcuee= 1 -6 -in Vertical 3 Height of Curb at Gutter Flow Line Hcuae= 5.75 in 4 Gutter Depression a = 0.75 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, 5w = a / W + S, Sw = 0.062 ft/ft 7 Distance from TBC to Street Crown TcROM = 18.00 ft 8 Pavement Cross Slope Sx= 0.020ft/ft 9 Longitudinal Slope- Enter 0 for sump condition So= 0.000 ft/ft 10 Manning's Roughness for Street Section n�Ror= 0.017 11 Max. Allowable Water Spread Tom= 12.27 ft Total Dry Pavement 10.46 ft Local <=2" at Crown, no curb overtopping Collector one 10 -ft dry lane, no curb overtopping Arterial two 12 -ft dry lanes, no curb overtopping 12 Water depth without gutter depression y= 2.94 in 13 Water depth at face of curb d = 3.69 in 14 Water depth at center of inlet d; = 3.14 in 15 Gutter flow to design flow ratio by FHWA HEC -22 Eo= 0.341 16 Discharge outside the Gutter Section W, carried in Pvt Tx Qx=---u7T—cfs 17 Discharge within the G utter Section W(Qr -Qx) Qw= #VALUE! cfs 18 Max. gutter flow based on allowable spread (one side) QT = SUMP cfs 19 Flow Velocity in the Gutter, V = (K„/n) SL's S, °'6r T067 V= #VALUE! fps 20 Inlet on grade or sag? 2 -Sap 21 Select Inlet Grate Type 1-ISPWC Std Grate, S[ 22 Width Grate Wg 1.42 ft 23 Length Grate L,= 2.27 ft 24 Grate weir length P(grate perimeter excluding curb side) Pg X5.1 ft 25 Clear opening area of grate Ag -2 02 n S�aslroverVetoelty -. "� :- - ..].,,.Iun.�crn�ncy�e:a.e,,Hr — Inlet in sag 32 Interception capacity W 2.05 cfs - 9/28/2013, 6:07 PM P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_9YkrE;WrCS_9,-APrJ1T013 ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing) 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. To accept default value type = in yellow cell and point to computed cell 1 Golden Valley Subdivision, Basin B (Post Development) 2 Curb Type HcBRB= 1 -6 -in Vertical 3 Height of Curb at Gutter Flow Line HCURB = 5.75 in 4 Gutter Depression a= 0.75 in 5 Gutter Width W= 1.50 It 6 Gutter Cross Slope, S. = a / W +S, Sw = 0.062 ft/ft 7 Distance from TBC to Street Crown TcRoww = 18.00 It 8 Pavement Cross Slope Sx = 0.020 ft/ft 9 Longitudinal Slope- Enter 0 for sump condition S. 0.000 ft/ft 10 Manning's Roughness for Street Section nsTREEr= 0.017 11 Max. Allowable Water Spread T. 13.28 ft 16 Total Dry Pavement Qx=---TUT-cfs 8.44 ft 25 Local <=2" at Crown, no curb overtopping Discharge within the Gutter Section W(Qr -Qx) Qn,= #VALUE! Collector one 10 -ft dry lane, no curb overtopping 18 Max. gutter flow based on allowable spread (one side) Qt = Arterial two 12 -ft dry lanes, no curb overtopping cfs 19 12 Water depth without gutter depression y = 3.19 in 13 Water depth at face of curb d = 3.94 in 14 Water depth at center of inlet d; = 338 in 15 Gutter flow to design flow ratio by FHWA HEC -22 Eo = 0.315 24 16 Discharge outside the Gutter Section W, carried in Pvt Tx Qx=---TUT-cfs IT 25 17 Discharge within the Gutter Section W(Qr -Qx) Qn,= #VALUE! cfs 18 Max. gutter flow based on allowable spread (one side) Qt = SUMP cfs 19 Flow Velocity in the Gutter, V = (K„/n) SL s Sx0.57 TU.6 V= #VALUE! fps 20 Inlet on grade or sag? 2 -Sag 21 Select Inlet Grate Type 1-ISPWC Std Grate, S[ 22 Width Grate `Ng 1.42 ft 23 Length Grate Le= 2.27 it 24 Grate weir length P (grate perimeter excluding curb side) Pg 5.10 IT 25 Clear opening area of grate Ag 2.02 rc Inlet in sag 32 Interception capacity P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_S&rE kC5_57,-2pr91T013 4; 2.29 cfs 9/28/2013, 6:07 PM ACHD Calculation Sheet for Conveyance (Used for Alternate Inlet Spacing) 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. To accept default value type = in yellow cell and point to computed cell 1 Golden Valley Subdivision, Basin C (Post Development) 2 Curb Type Hcuae= 1-6-inV 3 Height of Curb at Gutter Flow Line HaiRB = 5.75 in 4 Gutter Depression a = 0.75 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, S,y=a/W+S, SN,= 0.062 ft/ft 7 Distance from TBC to Street Crown 1CROWN = 16.UUft 8 Pavement Cross Slope S, = 0.020 ft/ft 9 Longitudinal Slope - Enter 0 for sump condition So= 0.000 ft/ft 10 Manning's Roughness for Street Section -STREET= 0.017 11 Max. Allowable Water Spread Tom;= 13.8S ft 16 Total Dry Pavement Q,=---7u7-cfs 7.30 ft 25 Local <=2" at Crown, no curb overtopping Discharge within the Gutter Section W(Qr-ON) QW= NVALUEI Collector one 10 -ft dry lane, no curb overtopping 18 Max. gutter flow based on allowable spread (one side) Qr = Arterial two 12 -ft dry lanes, no curb overtopping cfs 19 12 Water depth without gutter depression y= 332 in 13 Water depth at face of curb d = 4.07 in 14 Water depth at center of inlet d;= 3.52 in 15 Gutter flow to design flow ratio by FHWA HEC -22 EO = 0.302 24 16 Discharge outside the Gutter Section W, carried in Pvt T, Q,=---7u7-cfs ft 25 17 Discharge within the Gutter Section W(Qr-ON) QW= NVALUEI cfs 18 Max. gutter flow based on allowable spread (one side) Qr = SUMP cfs 19 Flow Velocity in the Gutter, V = (K„/n) Si .5 5,0.61 Tab' V= #VALUEI fps 20 Inlet on grade or sag? 2 -Sag 21 Select Inlet Grate Type 1-ISPWC Std Grate. St 22 Width Grate W,= 1.42 ft 23 Length Grate L,= 2.27 ft 24 Grate weir length P (grate perimeter excluding curb side) Pg 5.10 ft 25 Clear opening area of grate Ag-- 2.02 u Inlet in sag 32 Interception capacity P:\13-047\Documents\Reports\Drainage\Post Dev_ACHD_9CerCsiJrC5.9,-2prN3!013 Q 2.43 cfs 9/28/2013, 6:07 PM INFILTRATION BASIN W/ FOREBAY CALCULATIONS ACHD Calculation Sheet for Sizing Ponds NOTE: This worksheet is intended to be a guideline to standardize ACRO checking of drainage calculations and shall not replace the Engineer's calculation meth ado Isky. These calculations shall establish a minimum requirement The Enginee(s methodology must result in facilities that meet or exceed these calculations in order s be accepted. psf 5 mgabsOsa Bf& reh0_yaald �i�rdR liloFMY, User input in yellow cells. io accept default value type =in yellow cell and points computed cell 1 Project Name Golden Valley Subdivision, Basins ABC (Port Development) 3 Number of caIIs(Forebayi%Imary=2, Primary Daly -1) 2 4 Design Storm 100 Unlit.: 0.v 5 Weighted Runoff CoefficantC 0.63 D.w W 6 Area A )Acres) 4.25 ams ] Appmved Discharge Race (6 applicable) 0.00 ds Q. 8 I -WO Pond Forehay♦ 15% sediment V 3,669 fe Toggle between Forehay and Pommy Basin, enter data and pnnefor each n@.F¢a Stlehasa sue31 .. s no. Boa � R? w� t <.. �..r < a I, 9 Indraea ShSlq.z Storm Duration itural Ferebay Rundfvol "O.'s, Stec, 9 Select Foreon, Shape Total Discharge 5 -Irregular Min Hr 30 Walk, of Familiar, Bottom W 15.0 i[ h5n 11 Leri of Forehay Bottom L 45.0 0.00 0 13 Side 51.1 (HIV) HIV 3.00 TIM 1d:: 13 Enter Bottom Elevation 10 2659.00 it . -r vn 14 Enter Top Bank Elevation 05 2664.00 it cd IS Enter Water Surface Gowan. JWSE) 0.25 2663.00 ft_ dein min 16 Distance Between Forebay and Primary Basin (blank 0 no) 0 24.00 it Pa L7 Enter Elevation Berm 1.82 2662.50 ft Ph3:; 3p 18 Enter High Groundwater Elevation 255 am ft 100 19 Min Freeboard Requirement 0.89 IAO 511 0 20 Freeboard Provided 3,158 120 2.00 0.66 21 Sand Hanson for Porebs, 1n01trationi 5,627 8 m1hr N.W--khkinffeenagi iredj Design InRltraffin Rate, Enter 0 for no..Neroffn 180 340 OAS bottom rlape<I%ar0amf ow 22. Sand Window, Area for Forehay Azac, ]fib ft' t" Emmr0 for no infiltration 6.00 1100 0.30 0.19 034 0.21 9,41] 10,359 Storm Duration itural O Rundfvol Perc Vol Pre-Praj Discharge Total Discharge Mi Read Min Hr iNhr dr fns ft its to GO 0 0.00 0 0.00 0 0 0 D 0 10 017 3.11 3.15 2,176 05 0 05 2,091 15 0.25 2.62 2666 2,752 120 0 128 2,624 30 0.50 1.82 1.05 3,031 255 0 255 3$25 00 100 1.15 0.89 3,669 511 0 511 3,158 120 2.00 0.66 0.70 5,627 .1,021 0 1,021 4,806 180 340 OAS 052 6,475 1,532 0 1,532 4,943 360 220 6.00 1100 0.30 0.19 034 0.21 9,41] 10,359 3,06 6,125 0 0 3,064 6,120 4,231 1440 24.00 1 0.13 1 1 0.13 1 12,949 1 12,256 1 0 12,256 693 rata1 Design Vol. Override 5,363 Saved stage (It) Pond Pond Slde Sfope Widlhat Lelgthat New Slop(ft) JHS) Sfage(ft) Stoge(ft) Surface Area Aat Stage(ftn) Saved 9u6ace Area A at Stege(R) suncca Area AR Stage ire) OVERIDE Volume Below Stage (fts) 2659.00 2659.00 3.000 13.0 45.0 Overtida ]6].00 0 266040 2661.00 3.000 3.000 0.0 0.0 0.0 0.0 Bamber DVerride 1368.00 3625.00 266240 266250 3m00 3.000 0.0 0.0 0.0 D.0 Override Orounce 2139.00 :418.110 3.50 ftdepthforatomge 15 DoesfombaYhavecapacityy YES 26 Time to drain Earth, 65 hams 90%,.lame in 24hours minimum J P:\33-047\Domments\Reports\Drainage\Port Dev_ACHD_SDCALCS]-23-13 Version 5.5, Apr 2013 10/4/2013;10:29 AM ACRD Calculation Sheet for Sizing Ponds 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 Enginenls methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow ails. To accept default value type= in yellmv cell and point to Computed cell 1 Project Name Golden Valley Subdivision, Basins A,B,C(Post Development) 3 Number of Ce11z(Fmebay'Primar7=2, Primary only=l) 4 Design S[mm 100 Dar La: Qv 5 Weighted Runoff CoeffirientC 0.61 0'vl 6 Area A (ARes) 415 00 > Appmved Diohage Rate (IF applicable) 0.00 ds� q'V5 B 2 -Primary Treatment/Ste,age Basin V 7,609 it, To09ie between Foreboy and P ma., Be,,, ence(d4M aodpnatf leech n.ez "A"t,a Saws e' Flr g; Ira\] '8T V k L nb.5lgez Storm Duration itotal - Primary Basin Run4lfVol carat, 9 Select Primary Basin Shape Total Oizcharge Slrtegular Min Hr 30 Width of Primary Basin Bottom W 15.0 If LSD 11 length of Primary Basin Bottom L 45.0 ft 4'50 12 side Slopes(H/V) H/V 3.00 ft/ftAX. o 13 Enter Bottom Elevation 10 2659.00 R 1654.10 14 Enter TOp Bank Elevation 85 2664.00 it n4.0a 15 Enter water Sartre EI.-tmu (VISE) am 2663.00 ft 256Q0 16 Distance Between Forebay and Primary Basin iblank if no) 0 24.00 ft 2!D11 17 Enter Elevation Berm 1.82 2662.50. it 'EF.'.A1 18 Enter Highemund,&mer Elevation 255 ow h bAn+ 19 Min. Freeboard Requirement zu 1.00 511 0 20 Freeboard Prnvlded leo Zoo 0.66 21 Sand Bottom for Primary/5mrage Basin Infiltration? 7,255 6 in/hr Nuteanfilhationrequiredp Design Infiltration Rate, Enter0hor no infiltration 180 3.00 UA8 bottom ame41%ora outflow 22 Sand Window Area for Primary As.,e 766 1,532 6,482 Enter 0 for no infiltamm 6.00 030 0.44 9,571 Storm Duration itotal - O Run4lfVol PercVol pre -Prod Discharge Total Oizcharge Max Vol Hegd Min Hr In/hr eh Its to ft' fe fes D O.00 0 o.OD D o D o 0 10 0.17 3.11 495 2,967 85 0 85 2,882 15 am 2.62 4.18 3,763 128 0 128 3,635 30 0.50 1.82 289 51200 255 0 255 4,945 60 1.00 1.15 zu 7,609 511 0 511 leo Zoo 0.66 1.01 7,255 11021 0 1,021 6,234 180 3.00 UA8 0.74 8,014 1,532 0 1,532 6,482 360 6.00 030 0.44 9,571 3,0% 0 3,061 6507 )20 12.00 0.19 0.29 125>4 6,128 0 6,128 6,446 1440 24La rl 2 0.17 15,0. 12,256 0 17,256 2,757 Total Design Vol. 0-Ao 7,098 Savedstage (ft) Pd Pond on Side Slope WIOHIat Umphat N.St.,(it) IH:V) Stage(ft) Stageift) Surface Area Aat Stage Wj Barred Sudety Area Aat StapPic) Surface AreeA pt SM90(9t1 OVERIDE Volume Below SMge ika) 2659.00 2659,00 3.000 15.0 45.0 Overtide ]66.00 0 2660.00 2661.00 3.000 3.000 0.0 010 DD 0.0 overade Override 71W ad 1625DO 2662.00 2662.50 3.000 3.000 0.0 0.0 DD 0.0 overrule Override 2139.00 2418.00 2663.OD 3.000 0.0 0.0 Override 8201-M 4.00 ftdepthforatoage 25 Dae, 26 Time to drain prlmary/,mage haan 13.4 h Wes 90%volume m]4 hour, minimum [__7_,7 10/4/2013,10:29 AM P.\13-047\Doaments\Reports\Drainage\Post Dov AMD SD_CALCS 7-23-13 Version SS, April 2013 STORM PIPE CALCULATIONS Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Pipe -1 (25 -year) Q (cfs) Circular Area (sqft) Diameter (ft) = 1.00 Invert Elev (ft) = 2661.47 Slope (%) = 0.90 N -Value = 0.012 Calculations EGL (ft) Compute by: Known Q Known Q (cfs) = 1.76 Elev (ft) 2663.00 - 2662.00 2661.50 2661.00 2660.50 Friday, Oct 4 2013 Highlighted Depth (ft) = 0.49 Q (cfs) = 1.760 Area (sqft) = 0.38 Velocity (ft/s) = 4.57 Wetted Perim (ft) = 1.55 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 1.00 EGL (ft) = 0.82 Section 0 1 2 3 Reach (ft) Depth (ft 1.53 1.03 n 5:i 11111111191 E1Ef1 Q1xe1n Channel Report Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Pipe -1 (100 -year) Circular Diameter (ft) = 1.00 Invert Elev (ft) = 2661.47 Slope (%) = 0.90 N -Value = 0.012 Calculations = 4.72 Compute by: Known Q Known Q (cfs) = 2.05 Elev (ft) 2663.00 2662.50 2662.00 2661.50 2661.00 2660.50 0 Friday, Oct 4 2013 Highlighted Depth (ft) = 0.54 Q (cfs) = 2.050 Area (sqft) = 0.43 Velocity (ft/s) = 4.72 Wetted Perim (ft) = 1.65 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 1.00 EGL (ft) = 0.89 Section 1 Reach (ft) 0 Depth (fi 1.53 iMIN n �z 0.03 -0.47 -0.97 3 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Pipe -2 (25 -year) Q (cfs) Circular Area (sqft) Diameter (ft) = 1.50 Invert Elev (ft) = 2660.67 Slope (%) = 0.50 N -Value = 0.012 Calculations EGL (ft) Compute by: Known Q Known Q (cfs) = 3.30 Friday, Oct 4 2013 Highlighted Depth (ft) = 0.67 Q (cfs) = 3.300 Area (sqft) = 0.76 Velocity (fUs) = 4.31 Wetted Perim (ft) = 2.20 Crit Depth, Yc (ft) = 0.69 Top Width (ft) = 1.49 EGL (ft) = 0.96 Elev (ft) Section 2663.00 2662.50 2662.00 2661.50 2661.00 2660.50 2660.00 0 1 2 3 4 Reach (ft) Depth (ft) 2.33 1.83 1.33 0.83 0.33 -0.17 -0.67 Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Pipe -2 (100 -year) Q (cfs) Circular Area (sqft) Diameter (ft) = 1.50 Invert Elev (ft) = 2660.67 Slope (%) = 0.50 N -Value = 0.012 Calculations EGL (ft) Compute by: Known Q Known Q (cfs) = 4.16 Elev (ft) 2663.00 — 2662.50 2662.00 2661.50 2661.00 2660.00 Friday, Oct 4 2013 Highlighted Depth (ft) = 0.77 Q (cfs) = 4.160 Area (sqft) = 0.92 Velocity (ft/s) = 4.54 Wetted Perim (ft) = 2.40 Crit Depth, Yc (ft) = 0.78 Top Width (ft) = 1.50 EGL (ft) = 1.09 Section 0 1 2 3 4 Reach (ft) Depth (ft) 2.33 1.83 1.33 [W -M [1x1919? -0.17 -0.67 Channel Report Hydraflow Express Extension for AutoCADO Civil 3DO2013 by Autodesk, Inc. Pipe -3,4,5,6 (25 -year) Circular Diameter (ft) = 1.50 Invert Elev (ft) = 2660.40 Slope (%) = 0.50 N -Value = 0.012 Calculations = 4.82 Compute by: Known Q Known Q (cfs) = 5.22 Eiev (ft) 2662.00 2661.50 2661.00 2660.50 WISDOM 2659.50 0 Friday, Oct 4 2013 Highlighted Depth (ft) = 0.88 Q (cfs) = 5.220 Area (sqft) = 1.08 Velocity (fUs) = 4.82 Wetted Perim (ft) = 2.62 Crit Depth, Yc (ft) = 0.88 Top Width (ft) = 1.48 EGL (ft) = 1.24 Section 1 2 Reach (ft) 3 Depth 1.60 1.10 n.60 0.10 9001 -0.90 4 Hydraflow Express Extension for AutoCADO Civil 3D8 2013 by Autodesk, Inc. Pipe -3,4,5,6 (100 -year) Circular Diameter (ft) = 1.50 Invert Elev (ft) = 2660.40 Slope (%) = 0.50 N -Value = 0.012 Calculations = 5.02 Compute by: Known Q Known Q (cfs) = 6.58 Elev (ft) zss2.00 2661.50 2661.00 2660.50 KI-IYe f l 2659.50 0 Friday, Oct 4 2013 Highlighted Depth (ft) = 1.04 Q (cfs) = 6.580 Area (sqft) = 1.31 Velocity (ft/s) = 5.02 Wetted Perim (ft) = 2.95 Crit Depth, Yc (ft) = 1.00 Top Width (ft) = 1.38 EGL (ft) = 1.43 Section Depth 1.60 1.10 1.• 0.10 07 1 2 Reach (ft) 3