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CC - Storm Drainage Calcs DRAINAGE REPORT Shelburne South Prepared for: Shelburne Properties, LLC 7440 E. Pinnacle Peak Road, Suite 110 Scottsdale, AZ 85255 Prepared by: Kimley-Horn and Associates, Inc. 950 Bannock Street, Suite 1100 Boise, Idaho 83702 291015008 March 20 Copyright©2018, Kimley-Horn and Associates, Inc Drainage Report SHELBURNE SOUTH MARCH 9, 2020 Prepared By: Kimley ))) Horr Shelburne South I Final Drainage Report March 20 1 291015008 1. Introduction .............................................................................................................................1 1.1 Project Description................................................................................................................ 1 2. FEMA Floodplain Classification...............................................................................................2 3. Offsite Hydrology.....................................................................................................................3 4. Hydrologic Analysis.................................................................................................................4 4.1 Required Storage Volume.....................................................................................................4 4.2 Provided Storage Volume......................................................................................................4 5. Proposed Drainage Infastructure.............................................................................................6 5.1 Drainage Conveyance Systems.............................................................................................6 5.3 Finished Floor Elevations And Outfall Requirements..............................................................6 6. Summary and Conclusions .....................................................................................................7 7. References..............................................................................................................................8 Appendix A—Tables and Calculations Appendix B — Figures Figure 1 — Site Vicinity Map Figure 2 — FEMA FIRM Figure 3 — Onsite Drainage Exhibit Shelburne South I Final Drainage Report March 20 1 291015008 TOC 1 . INTRODUCTION 1 .1 PROJECT DESCRIPTION 1.1.1. Project Name Shelburne South is a proposed 98 lot single-family subdivision development located in Meridian, Idaho. The site will be developed in two phases for engineering review but is anticipated to be constructed simultaneously. The individual phases are defined as follows: Phase 1: Construction of the eastern portion of the site (59 units) Phase 2: Construction of the western portion of the site (39 units) The site is located within Section 28 of Township 3 North, Range 1 East, north of Amity Road and west of Cloverdale Road. The site is bound to the east and west by existing farmland and ranchland, to the north by the Shelburne East single-family residential development, and to the south by Amity Road and the Rock Hampton single-family residential subdivision. The Ten Mile Feeder Canal and Nine Mile Creek traverse the site in a general northwesterly direction. The Ten Mile Feeder Canal, near the northwest corner of the site,will be undisrupted by development and the Nine Mile Creek will be realigned and piped across portions of the site. Please see Section 4.1.2 for discussion of these waterways. Refer to Figure 1: Vicinity Map in Appendix B for visual representation of the site location. 1.1.3. Purpose The purpose of this report is to ensure that the assumptions and methodologies used to develop the on- site hydrologic and hydraulic design of Shelburne South are in conformance with the requirements of the City of Meridian and the Ada County Highway District (ACHD) Policy Manual. Shelburne South I Final Drainage Report March 20 1 291015008 FLOODPLAIN CLASSIFICATION The project lies within Zone "X" as shown on FIRM map number 160010254H, dated February 19, 2003. Zone "X" is defined by FEMA as: "Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile;and areas protected by levees from 1%annual chance flood." See Figure 2: FIRM Map in Appendix B. Shelburne South I Final Drainage Report March 20 1 291015008 OFFSITE3. DR• • The site is protected from offsite flows from the south by Amity Road, from the north by the Shelburne East subdivision, and flows generated to the east are routed to the Nine Mile Creek and through the site. Flows generated to the west of the site continue west in the existing drainage pattern. Existing drainage patterns on Amity Road are maintained with the build-out of the widened pavement section along the southern boundary of the project. A roadside ditch has been designed per ACHD Section 8200 Standard Detail 5 along the northern edge-of-pavement within the limits of the site's frontage. The roadside ditch has been sized to provide storage for 0.03 AC-ft in the 100-year 1-hour storm event. Refer to Appendix A for Table 4: Provided Pond & Borrow Ditch Volumes. Shelburne South I Final Drainage Report March 20 1 291015008 4. HYDROLOGIC 4.1 REQUIRED STORAGE VOLUME 4.1.1. Methodology and Criteria As required by ACHD, the project will provide stormwater storage for the 100-year, 1-hour storm event. The required volume was determined using the Rational Equation below: Vr= Cw(P/12)A Where: V = Runoff Volume (ac-ft) Cw=Weighted Runoff coefficient (From ACHD Policy Manual Section 8000) P = 100-year, 1-hour rainfall depth (0.96 in) (From ACHD Policy Manual Section 8200) A= Drainage area Per Section 8000 of the ACHD Policy Manual, the 100-year runoff coefficient for Urban Neighborhoods is 0.60, and the runoff coefficient for landscape amenity areas with Type C soil is 0.11. See Table 1: Data Sheet and Table 2: Required Volume in Appendix A for the required storage volumes for this project. The total required volume for this project is 1.30 acre feet. Each basin is to drain 90% of the detained volume within 48 hours. A percolation rate of 3 in/hr was used per recommendations within the geotechnical report prepared by ALLWEST Testing & Engineering, Inc, dated March 41h, 2019, to determine the drainage time for each seepage bed. 4.1.2. Existing Water Features Under existing conditions,the site drains almost exclusively into the Nine Mile Creek via surface sheet flow. Under proposed conditions, the site provides stormwater storage for street and lot improvements, where a runoff has been increased. All areas draining into the Nine Mile Creek are proposed common lots with landscape amenities, where runoff has not been increased. Accounting for the runoff volumes captured by the proposed seepage beds and the reduced runoff coefficient for the common lot areas, the ultimate runoff volume discharged into the Nine Mile Creek is not anticipated to exceed the existing condition. Refer to Appendix A for Table 4: Provided Pond & Borrow Ditch Volumes. See also Figure 3: Proposed Conditions in Appendix B for the delineation of specific drainage areas. 4.2 PROVIDED STORAGE VOLUME The provided volumes for each seepage bed were calculated using the ACHD Stormwater Design Spreadsheet for BMP20-Seepage Beds. Each seepage bed has adequate volume to retain the 100-year, 1-hour storm event per ACHD Policy Manual Section 8007.3. The proposed seepage beds are not proposed within common lots, and consequentially are sized with a 25% sedimentation factor. Each basin is to drain 90% of the detained volume within 48 hours. A percolation rate of 3 in/hr was used per recommendations within the geotechnical report prepared by ALLWEST Testing & Engineering, Inc, dated March 4t", 2019, to determine the drainage time for each seepage bed. The contractor is to install Shelburne South Final Drainage Report March 20 1 291015008 ground water observation wells as noted in the ACHD Policy Manual Section 8200 — Stormwater Design Manual detail BMP-20 to ensure that the runoff is appropriately draining through the seepage bed. See the ACHD BMP-20 Seepage Bed tables in Appendix A for seepage bed geometry, provided volume, required volume, and drain time. Shelburne South I Final Drainage Report March 20 1 291015008 5. PROPOSED DRAINAGE INFASTRUCTURE 5.1 DRAINAGE CONVEYANCE SYSTEMS 5.1.1. Street Conveyance Runoff generated onsite from lots will typically sheet flow into the adjacent roadways where it will be conveyed towards proposed seepage beds. Local streets are designed to convey the 25-year peak flow at or below the top of curb with a maximum water surface level 2-inches above the crown line, and the 100- year peak runoff is contained within the right of way. The local street cross section will consist primarily of 3-inch rolled curb.The entry road,Amorita Avenue, is to be a widened roadway with landscape median and 6-inch vertical curb. See Table 5: Street Capacities in Appendix A for street capacity calculations. 5.1.2. Storm Drain Conveyance Storm drains have been sized to convey the 25-year peak flow from the streets to the proposed seepage beds. Bentley Storm CAD was utilized to analyze the peak flows through the proposed storm drains. See Appendix A for the Storm CAD outputs and profiles. 5.1.3. Inlet Sizing Catch basins are used to capture runoff from local roadways and open space swales and will convey flows into the proposed seepage beds. Inlet openings are sized using the Bentley FlowMaster software in compliance with the design criteria specified by ACHD. An inlet clogging factor of 50% will be used for all proposed grated inlets. See Table 8: Inlet Calculations in Appendix A for inlet sizing calculations. 5.3 FINISHED FLOOR ELEVATIONS AND OUTFALL REQUIREMENTS The following criteria was utilized to establish the lowest finished floor elevations for this development: • Finished Floors shall be a minimum of 18 inches above the low curb of the lot and above local outfall, whichever is greater. • Block 4; Lots 17 and 18 shall be constructed with finish floors a minimum of 18 inches above local outfall. A 5-foot-wide drainage easement and swale, centered on the side-yard lot line, has been designed to convey the local outfall without inundating the adjacent lots. • All lots are to be graded to drain to the street at the front of each lot, unless otherwise noted. In select identified locations rear lot grading has been used to allow the lots to convey runoff through back-yard swales due to excessive grade differences between abutting lots. Shelburne South I Final Drainage Report March 20 291015008 6. SUMMARY AND CONCLUSIONS The Shelburne South subdivision is designed to meet or exceed the drainage requirements set by the City of Meridian and the Ada County Highway District (ACHD) Policy Manual. Storage will be provided for the 100-year, 1-hour storm. Seepage beds will drain 90%of the storage volume within 48 hours via percolation. Finish floor elevations are designed to be a minimum of 18-inches above the adjacent low curb. Shelburne South I Final Drainage Report March 20 1 291015008 7. REFERENCES August 2017. ACHD Section 8000 - Drainage and Stormwater Management, Ada County Highway District. August 2017. ACHD Section 8200 - Drainage and Stormwater Management, Ada County Highway District. June 2019. Section 7—Grading and Drainage, Design Standards, City of Meridian. Shelburne South I Final Drainage Report March 20 1 291015008 AppendixA — Tables and Calculations TABLE 1 DATA SHEET Sub-Basin ID Area Area 100 year Basin ID 1 99,504 2.28 0.60 1 2.1 22,755 0.52 0.60 2 2.2 127,207 2.92 0.60 2 3.1 37,747 0.87 0.60 3 3.2 82,148 1.89 0.60 3 4 78,319 1.80 0.60 4 5 62,781 1.44 0.60 5 6 56,765 1.30 0.60 6 7 136,061 3.12 0.60 7 8 192,996 4.43 0.60 8 9.1 122,888 2.82 0.11 9 9.2 13,886 0.32 0.11 9 10 32,889 0.32 0.11 10 11.1 14,417 0.33 0.60 11 11.2 29,059 0.67 0.60 11 11.3 28,208 0.65 0.60 11 Total: 23.72 Note: C Factors obtained from ACHD Policy Manual Section 8000 Table 2 REQUIRED VOLUME 100-year, 1-hour Precipitation = 0.96 inches Major 00 Year Volume Total Volume Location in Adjusted Basin ID Drainage Area (ac) Runoff Required Basin Required Common Volume(cu. 1 2.28 0.60 4736.72 1 4736.72 No 5920.90 2.1 0.52 0.60 1083.21 2 2.2 2.92 0.60 6055.47 2 2(Total) 3.44 0.60 7138.69 2 7138.69 No 8923.36 3.1 0.87 0.60 1796.87 3 1796.87 No 2246.09 3.2 1.89 0.60 3910.51 3 3910.51 No 4888.13 3 (Total) 2.75 0.60 5707.38 3 5707.38 No 7134.22 4 1.80 0.60 3728.24 4 3728.24 No 4660.30 5 1.44 0.60 2988.57 5 2988.57 No 3735.71 6 1.30 0.60 2702.19 6 2702.19 No 3377.74 7 3.12 0.60 6476.95 7 6476.95 No 8096.19 8 4.43 0.60 9187.25 8 9187.25 No 11484.06 9.1 2.82 0.11 1072.47 9 9.2 0.32 0.11 121.19 9 9 (Total) 3.14 0.11 1193.66 9 1193.66 Yes 1193.66 10 0.32 0.11 121.19 10 121.19 Yes 121.19 11.1 0.33 0.60 686.30 11 11.2 0.67 0.60 1383.29 11 11.3 0.65 0.60 1342.81 11 11 (Total) 1.65 0.60 3412.40 11 2069.59 Yes 2069.59 Total 51757.81 63851.15 Note:Drainage Areas along Amity Road are not retained per ACHD Storm Water Design Methods and Calculations Section 8011.2.1 TABLE 3 PROVIDED SEEPAGE BED VOLUMES Seepage Bed Depth Width Length Total Volume Total Volume Sedimentation In Actual Volume Excess Percolation Time to Drain Drains Basin ID Per ACHD Provided Required Basin . 90% . Required ft) 1 SP1 9.00 9.00 168.00 5,920.90 5,920.90 25% 0.40 8,289.26 0.00 3 14.12 Yes 2 SP2 9.00 9.00 253.00 8,923.36 8,923.36 25% 0.40 12,492.70 0.00 3 14.12 Yes 3.1 SP3.1 9.00 9.00 64.00 2,246.09 2,246.09 25% 0.40 3,144.52 0.00 3 14.12 Yes 3.2 SP3.2 9.00 9.00 138.00 4,888.13 4,888.13 25% 0.40 6,843.39 0.00 3 14.12 Yes 4 SP4 9.00 9.00 133.00 4,660.30 4,660.30 25% 0.40 6,524.43 0.00 3 14.12 Yes 5 SP5 9.00 9.00 106.00 3,735.71 3,735.71 25% 0.40 5,230.00 0.00 3 14.12 Yes 6 SP6 9.00 9.00 96.00 3,377.74 3,377.74 25% 0.40 4,728.84 0.00 3 14.12 Yes 7 SP7 9.00 9.00 230.00 8,096.19 8,096.19 25% 0.40 11,334.67 0.00 3 14.12 Yes 8 SP8 9.00 9.00 261.00 11,484.06 11,484.06 25% 0.40 16,077.68 0.00 3 14.12 Yes TOTAL 53,332.49 53,332.49 0.00 TABLE 4 PROVIDED POND & BORROW DITCH VOLUMES Volume Total 10OYearVolume Excess Required Disposal Basin ID Borrow Ditch Elevation Area Provided Volume Required Volume Drain Time Rate Drain Drains •0' in *Nine Mile 1.00 4,356.00 9 Creek 0.00 0.00 2,178.00 2,178.00 1,193.66 984.34 48 3 2.00 YES 10 PND-1 0.50 13,072.93 5,415.87 5,415.87 121.19 5294.68 48 3 1.66 YES 0.00 8,590.57 .50 2,030.53 11 BD-1 1.50 0.00 1,522.90 1,522.90 686.30 836.60 48 3 3.00 YES 11 BD-2 2.00 2,693.05 2,693.05 2,693.05 1,383.29 1309.76 48 3 4.00 YES 0.00 0.00 11 BD-3 2.00 4,520.04 4,520.04 4,520.04 1,342.81 3177.23 48 3 4.00 YES 0.00 0.00 TOTAL 9,116.77 2,001.15 7,115.62 *Basin 9 historically drains into Nine Mile Creek. The flow conditions within the creek will not be worsened from the existing condition, therefore the runoff volume post-improvement does not constitute the creation of an additional storage facility. Note:Refer to the ACHD Seepage Bed Calculations section of Appendix A for volume calculations required and provided for each proposed on-site seepage bed. TABLE 5 STREET FLOW CALCULATIONS 6"Street Is 100 Year Is ii Sub-Basin ID Drainage Drainage 25 Year 00 100 Year Street Street 4"Street 6"Street Capacity(6" 00-year runoff Approx.area Approx. contained Rainfall Rainfall Flow Tc course Street Street Peak Peak not contained length of runoff (Street Basins Area Area Intensity Intensity Runoff Coeff. Time )3 Slope Class. Capacity Capacity max above Runoff Runoff contained within 4"curb 6"curb contained On 1 99,504 2.28 1.62 2.26 0.60 10.00 14.00 0.40% 421 Local 1.94 3.45 7.23 33.94 36.32 2.22 3.10 Yes N/A None Yes 2.2 127,207 2.92 1.79 2.50 0.60 10.00 11.00 2.00% 336 Local 4.35 7.71 16.16 75.90 81.22 3.14 4.38 Yes N/A None Yes 3 119,895 2.75 1.68 2.34 0.60 10.00 13.00 1.50% 688 Local 3.77 6.68 13.99 65.73 70.34 2.77 3.86 Yes N/A None Yes 4 78,319 1.80 1.68 2.34 0.60 10.00 13.00 0.60% 375 Local 2.38 4.22 8.85 41.57 44.49 1.81 2.52 Yes N/A None Yes 5 62,781 1.44 1.68 2.34 0.60 10.00 13.00 0.40% 306 Local 1.94 3.45 7.23 33.94 36.32 1.45 2.02 Yes N/A None Yes 6 56,765 1.30 1.73 2.42 0.60 10.00 12.00 1.00% 297 Local 3.07 5.45 11.42 53.67 57.43 1.36 1.89 Yes N/A None Yes 7 136,061 3.12 1.56 2.18 0.60 10.00 15.00 0.40% 607 Local 1.94 3.45 7.23 33.94 36.32 2.92 4.09 Yes N/A None Yes 8 192,996 4.43 1.40 1.96 0.60 10.00 18.00 0.40% 961 Local 1.94 3.45 7.23 33.94 36.32 3.73 5.21 Yes N/A None Yes 3 For Subasins, Initial Flow Time equals 10 minutes 5 Peak Runoff=(1)x(3)x Area=CiA 6 Refer to the Proposed Drainage Conditions Exhibit for Sub-Basin Areas. 7 Value(as applicable)is calculated by multiplying the respective Area by the ratio of the difference between the 3"Street Capacity and the 10 Year Peak Runoff to the 10 Year Peak Runoff 8 Length of 6"curb is calculated by multiplying the repective Watercourse Length by the ratio of the Value from 7 to the respective Area. Table 6 Swale Data Major Sub- Contributing Contributing Basin ID Basin ID Area Area C Factor' Basin ID 2 2.1 22,755 0.52 0.60 SP2 11 11.2 3,781 0.09 0.60 BD-2 11 11.3 4,538 0.10 0.60 BD-3 Total: 0.61 1:C Factors obtained from ACHD P/oicy manual Section 8000 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Table 7 DRAINAGE SWALE CALCULATIONS 2 22,755 0.52 1.85 2.58 0.60 10.00 10.00 0.50% 308 0.58 0.81 11 0.0 2.58 0.0 1.20% 115 11 4,538 0.10 1.85 2.58 0.60 12.00 10.00 0.70% 115 0.12 0.16 3 For Subasins, Initial Flow Time equals 10 minutes 5 Peak Runoff= (1)x (3) x Area = CiA TABLE 8 INLET CALCULATIONS Detail25-year Additional Required Label(Drainage Area) Inlet inlet(ftlls) 25-Year Scupper CB-1A&B(Area 1) ACHD Supp.SD-604A Type IV 2.22 2.22 1.40 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-2A(Area 2.1) ACHD Supp.SD-603 Type III 0.58 0.58 0.40 Sump Inlet is located in common lot. 25-Year Scupper CB-2B&C(Area 2.2) ACHD Supp.SD-604A Type IV 3.14 3.14 2.00 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-3A&B(Area 3.1 &3.2) ACHD Supp.SD-604A Type IV 2.77 2.77 1.70 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-4A&B(Area 4) ACHD Supp.SD-604A Type IV 1.81 1.81 1.10 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-5A&B(Area 5) ACHD Supp.SD-604A Type IV 1.45 1.45 0.90 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-6A&B(Area 6) ACHD Supp.SD-604A Type IV 1.36 1.36 0.90 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-7A&B(Area 7) ACHD Supp.SD-604A Type IV 2.92 2.92 1.80 Sump Dual inlets are provided at this sump location. 25-Year Scupper CB-8(Area 8) ACHD Supp.SD-604A Type IV 3.73 3.73 2.40 Sump 1.Assuming 2-foot gutter width,2%gutter cross-slope,2%road cross-slope,25-foot spread,0.5-foot depth,0-inch local depression,2-foot local depression width,and 88 degree throat incline angle. 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. _ Steps for Peak Discharge Rate using the Rational Method calculated for post-developmen 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 Shelburne South 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) 9 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 99,504 Acres 2.28 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 1 0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Cip-1, 3.54 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,737 ft 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) V„ 2,960 ft. Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 474 ft' Concrete 0.95 Primary Treatment/StorageBasin V 4,263 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 4,737 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 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 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 22,755 127,207 Acres 3.44 6 Determine the Weighted Runoff Coefficient(C) 0.60 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpeak 5.33 CfS Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,139 ft 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 4,462 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 714 ft' Concrete 0.95 Primary Treatment/StorageBasin V 6,425 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 7,139 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 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 37,747 Acres 0.87 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpeak 1.34 CfS Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,797 ft 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 1,123 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 180 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,617 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,797 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 9 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 82,148 Acres 1.89 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.92 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,911 ft 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 2,444 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 391 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,519 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,911 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 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 10 5 Area of Drainage Subbasin(SF or Acres) SF 78,319 Acres 1.80 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.78 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,728 ft 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 2,330 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 373 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,355 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,728 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 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) 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 62,781 Acres 1.44 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpeak 2.23 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,989 ft 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 1,868 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 299 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,690 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,989 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 6 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 56,765 Acres 1.30 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpeak 2.02 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,702 ft 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 1,689 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 270 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,432 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,702 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 7 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 136,061 Acres 3.12 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 y Calculate the Post-Development peak discharge(QPeak) Qpeak 4.84 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,477 ft 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 4,048 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 648 ft' Concrete 0.95 Primary Treatment/StorageBasin V 5,829 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 6,477 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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. Moms for Peak Discharge Rate using the Rational Method calculated for post-developmen Iculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shelburne South,Facility 8 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 192,996 Acres 4.43 6 Determine the Weighted Runoff Coefficient(C) 0.60 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 LUser Calculate min �to Min. Estimated Runoff Coefficients for Various Surfaca Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 6.86 CfS Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 9,187 ft 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 5,742 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25Playgrounds 0.20-0.35 Railroad yard areas 020-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 919 ft' Concrete 0.95 Primary Treatment/StorageBasin V 8,269 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 9,187 ft' Gravel 0.75 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.5,November 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C rn 0.60 Link to: ".� 5 Area A(Acres) 2.28 acres QV3 6 Approved discharge rate(if applicable) 0.00 cfs ON4 7 Is Seepage Bed in Common Lot? No V 5,921 ft3 4 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 ft3/ft 15 Calculate Design Length L 168 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 168 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 168 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Stare 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 2,Bed 2 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: 5 Area A(Acres) 3.44 acres 1Q 3� 6 Approved discharge rate(if applicable) 0.00 cfs 0.J4 7 Is Seepage Bed in Common Lot? No V 8,923 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 253 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 253 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 253 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 3,Bed 3 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: in5 Area A(Acres) 0.87 acres n 6 Approved discharge rate(if applicable) 0.00 cfs 1u:v4 7 Is Seepage Bed in Common Lot? No V 2,246 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 64 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 64 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 64 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 9,Bed 8 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: i _ 5 Area A(Acres) 1.89 acres nun 6 Approved discharge rate(if applicable) 0.00 cfs u:vy 7 Is Seepage Bed in Common Lot? No V 4,888 ft3 "„25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 138 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 138 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 138 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 4,Bed 4 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: 5 Area A(Acres) 1.80 acres I n 6 Approved discharge rate(if applicable) 0.00 cfs 1u:vv 7 Is Seepage Bed in Common Lot? No V 4,660 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 132 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 132 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 132 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 5,Bed 5 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: i 5 Area A(Acres) 1.44 acres 3 6 Approved discharge rate(if applicable) 0.00 cfs u:J4 LQV5� 7 Is Seepage Bed in Common Lot? No V 3,736 ft3 25%Sediment ' 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 106 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 106 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 106 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 6,Bed 6 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C C WA 0.60 Link to: 5 Area A(Acres) 1.30 acres I e 6 Approved discharge rate(if applicable) 0.00 cfs u:vt 7 Is Seepage Bed in Common Lot? No V 3,378 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 96 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 96 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 96 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 7,Bed 7 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: 5 Area A(Acres) 3.12 acres 4 5 6 Approved discharge rate(if applicable) 0.00 cfs LUNI i 7 Is Seepage Bed in Common Lot? No V 8,096 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 ft3/ft 15 Calculate Design Length L 229 ft Override Value Required for Chambers 16 Variable Infiltration Window L SAIL 229 ft 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 229 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Note:This assumes chambers are organized in a rectangular layout. 1-StormTech, 1 Type of Chambers SC740 2 Volume to Stare 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xlsm 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) 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 Shelburne South,Facility 8,Bed 8 2 Enter number of Seepage Beds(25 max) 8 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: 5 Area A(Acres) 4.43 acres nua 6 Approved discharge rate(if applicable) 0.00 cfs 0.v9 7 Is Seepage Bed in Common Lot? Yes V 9,187 ft3 " 0%Sediment 8 Set Total Design Width of All Drain Rock W 9.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 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 3.00 in/hr 12 Size of WO,Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 35.3 Oft 15 Calculate Design Length L 260 ft Override Value Required for Chambers 16 Variable Infiltration Window L SAIL 260 ft I 17 Variable Infiltration Window W SWW 9.0 ft 18 Time to Drain 14.1 hours I 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 260 ft 20 Perf Pipe Checks.Qperf>=Qpeak; I where Qperf=CdxAxy(2xgxH) Optional Storage Chambers 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 4.25 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 K:\PHX_Civil\291015008-Shelburne South\Drainage\Spreadsheets\ACHD_SD_CALCS_112018.xism 8/18/2020,11:39 AM Version 10.0,May 2018 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for 4" in curb Project Description Friction Method Manning Formula Solve For Discharge Input Data Channel Slope 0.004 ft/ft Normal Depth 3.3 in Section Definitions Station Elevation (ft) (ft) 0+00.00 0.400 0+04.00 0.271 0+05.58 0.000 0+06.00 0.000 0+18.50 0.300 0+31.00 0.000 0+31.42 0.000 0+33.00 0.271 0+37.00 0.400 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.00, 0.400) (0+05.58, 0.000) 0.013 (0+05.58, 0.000) (0+31.42, 0.000) 0.013 (0+31.42, 0.000) (0+37.00, 0.400) 0.013 Options Current Roughness Weighted Pavlovskii's Method Method Open Channel Weighting Pavlovskii's Method Method Closed Channel Weighting Pavlovskii's Method Method Results Discharge 7.23 cfs Elevation Range 0.0 to 0.4 ft Flow Area 3.7 ftz Wetted Perimeter 26.6 ft Hydraulic Radius 1.7 in Top Width 26.58 ft Normal Depth 3.3 in Critical Depth 3.1 in Critical Slope 0.005 ft/ft Velocity 1.94 ft/s Velocity Head 0.059 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for 4" in curb Results Specific Energy 0.33 ft Froude Number 0.917 Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.3 in Critical Depth 3.1 in Channel Slope 0.004 ft/ft Critical Slope 0.005 ft/ft Messages Messages Flow is divided. Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-1A&B Project Description Solve For Grate Length Input Data Discharge 2.22 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 1.4 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.6 ftz Active Grate Weir Length 2.8 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-2A Project Description Solve For Grate Length Input Data Discharge 0.58 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 0.4 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.2 ftz Active Grate Weir Length 1.8 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-2B&C Project Description Solve For Grate Length Input Data Discharge 3.14 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 2.0 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.8 ftz Active Grate Weir Length 3.4 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-3A&B Project Description Solve For Grate Length Input Data Discharge 2.77 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 1.7 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.7 ftz Active Grate Weir Length 3.2 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-4A&B Project Description Solve For Grate Length Input Data Discharge 1.81 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 1.1 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.5 ftz Active Grate Weir Length 2.6 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-5A&B Project Description Solve For Grate Length Input Data Discharge 1.45 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 0.9 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.4 ftz Active Grate Weir Length 2.3 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-6A&B Project Description Solve For Grate Length Input Data Discharge 1.36 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 0.9 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.4 ftz Active Grate Weir Length 2.3 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-7A&B Project Description Solve For Grate Length Input Data Discharge 2.92 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 1.8 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 0.8 ftz Active Grate Weir Length 3.2 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for CB-8A&B Project Description Solve For Grate Length Input Data Discharge 3.73 cfs Spread 25.0 ft Gutter Width 1.50 ft Gutter Cross Slope 0.020 ft/ft Road Cross Slope 0.020 ft/ft Grate Width 1.42 ft Local Depression 0.0 in Local Depression Width 0.0 in Grate Type P-30 mm (P-1 -7/8") Clogging 50.0 % Results Grate Length 2.4 ft Depth 6.0 in Gutter Depression 0.0 in Total Depression 0.0 in Open Grate Area 1.0 ftz Active Grate Weir Length 3.8 ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for Swale in Sub 2.1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Left Side Slope 33.000% Right Side Slope 25.000% Discharge 0.58 cfs Results Normal Depth 3.3 in Flow Area 0.3 ftz Wetted Perimeter 2.0 ft Hydraulic Radius 1.6 in Top Width 1.96 ft Critical Depth 3.3 in Critical Slope 0.005 ft/ft Velocity 2.12 ft/s Velocity Head 0.070 ft Specific Energy 0.35 ft Froude Number 1.000 Flow Type Critical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.3 in Critical Depth 3.3 in Channel Slope 0.005 ft/ft Critical Slope 0.005 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for Swale in Sub 11.2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.012 ft/ft Left Side Slope 9.000% Right Side Slope 20.000% Discharge 0.10 cfs Results Normal Depth 1.1 in Flow Area 0.1 ftz Wetted Perimeter 1.4 ft Hydraulic Radius 0.5 in Top Width 1.44 ft Critical Depth 1.2 in Critical Slope 0.007 ft/ft Velocity 1.56 ft/s Velocity Head 0.038 ft Specific Energy 0.13 ft Froude Number 1.305 Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.1 in Critical Depth 1.2 in Channel Slope 0.012 ft/ft Critical Slope 0.007 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Worksheet for Swale in Sub 11.3 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.007 ft/ft Left Side Slope 16.000% Right Side Slope 10.000% Discharge 0.12 cfs Results Normal Depth 1.3 in Flow Area 0.1 ftz Wetted Perimeter 1.7 ft Hydraulic Radius 0.6 in Top Width 1.73 ft Critical Depth 1.3 in Critical Slope 0.007 ft/ft Velocity 1.31 ft/s Velocity Head 0.026 ft Specific Energy 0.13 ft Froude Number 0.998 Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.3 in Critical Depth 1.3 in Channel Slope 0.007 ft/ft Critical Slope 0.007 ft/ft Bentley Systems,Inc. Haestad Methods Solution FlowMaster Inlets&Streets.fm8 Center [10.02.00.01] 3/6/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow Label Elevation (Rim) Elevation Hydraulic Grade Flow(Known) Headloss (ft) (Invert) Line(In) (cfs) (ft) (ft) (ft) C62A 2,695.54 2,690.33 2,690.70 0.58 0.06 C626 2,693.25 2,689.26 2,690.07 1.57 0.05 C62C 2,693.25 2,689.11 2,689.74 1.57 0.10 C131A 2,700.80 2,696.81 2,697.34 1.11 0.08 C1316 2,700.80 2,696.66 2,697.18 1.11 0.08 C65A 2,693.58 2,689.59 2,690.01 0.73 0.07 C656 2,693.58 2,689.44 2,689.86 0.73 0.06 C64A 2,693.18 2,689.19 2,689.66 0.91 0.07 C646 2,693.18 2,689.03 2,689.50 0.91 0.07 C66A 2,691.86 2,687.87 2,688.28 0.68 0.06 C666 2,691.86 2,687.72 2,688.13 0.68 0.06 C67A 2,689.95 2,685.95 2,686.56 1.46 0.10 C676 2,689.95 2,685.80 2,686.40 1.46 0.10 C68 2,688.69 2,684.69 2,685.82 1 3.73 1 0.18 StormCAD Shelburne South-Storm System.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow Label Invert Invert Length Slope Diameter Manning' Flow Velocity Depth Capacity(Full Hydraulic Hydraulic (Start) (Stop) (User (Calculated) (in) s n (cfs) (ft/s) (Out) Flow) Grade Line Grade Line (ft) (ft) Defined) (ft/ft) (ft) (cfs) (In) (Out) (ft) (ft) (ft) CO-2.1 2,690.33 2,690.19 28.5 0.005 12.0 0.010 0.58 3.12 0.41 3.25 2,690.65 2,690.60 CO-2.2 2,690.19 2,689.21 196.5 0.005 12.0 0.010 0.58 3.15 0.81 3.27 2,690.51 2,690.02 CO-2.3 2,689.21 2,689.26 10.3 -0.005 12.0 0.010 1.57 4.09 0.81 3.23 2,690.03 2,690.02 CO-2.4 2,689.21 2,689.11 20.3 0.005 12.0 0.010 2.15 4.43 0.63 3.25 2,689.84 2,689.74 CO-S62 2,689.11 2,689.11 5.0 0.000 18.0 0.010 1.57 0.89 0.47 0.14 2,689.64 2,689.58 CO-1.1 2,696.81 2,696.66 30.5 0.005 12.0 0.010 1.11 3.74 0.52 3.25 2,697.25 2,697.18 CO-S131 2,696.66 2,696.66 5.0 0.000 18.0 0.010 1.11 0.63 0.39 0.14 2,697.10 2,697.05 CO-5.1 2,689.59 2,689.44 30.5 0.005 12.0 0.010 0.73 3.33 0.42 3.25 2,689.95 2,689.86 CO-S65 2,689.44 2,689.44 5.0 0.000 18.0 0.010 0.73 0.41 0.32 0.14 2,689.80 2,689.76 CO-4.1 2,689.19 2,689.03 30.5 0.005 12.0 0.010 0.90 3.63 0.47 3.35 2,689.59 2,689.50 CO-S64 2,689.03 2,689.03 5.0 0.000 18.0 0.010 0.90 0.51 0.35 0.14 2,689.43 2,689.38 CO-6.1 2,687.87 2,687.72 30.5 0.005 12.0 0.010 0.68 3.27 0.41 3.25 2,688.21 2,688.13 CO-S66 2,687.72 2,687.72 5.0 0.000 18.0 0.010 0.68 0.38 0.31 0.14 2,688.07 2,688.03 CO-7.1 2,685.95 2,685.80 30.5 0.005 12.0 0.010 1.46 4.03 0.60 3.25 2,686.46 2,686.40 CO-S67 2,685.80 2,685.80 5.0 0.000 18.0 0.010 1.46 0.83 0.45 0.14 2,686.31 2,686.25 CO-8.1 2,684.69 2,684.44 50.0 0.005 12.0 0.010 3.73 4.75 0.85 3.27 2,685.64 2,685.29 CO-S68 1 2,684.44 1 2,684.44 1 11.0 1 0.000 1 18.0 1 0.010 1 3.73 1 2.11 1 0.74 1 0.14 1 2,685.29 1 2,685.18 StormCAD Shelburne South-Storm System.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB1A Rim: 2,700.80 ft Invert: 2,696.81 ft CB1B 2,705.00 Rim- 2,700.80 ft Invert: 2,696.66 ft O-2 Rim: 2,700.80 ft Invert: 2,696.66 ft c c� 2,700.00 a� w CO-1 -1 : 30.5 ft @ 0.005 ft/ft CO-SB1: 5.0 ft @ 0.000 ft/ft 2,695.00 L Circle - 12.0 in PVC Circle - 18.0 in PVC -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB2A Rim:2,695.54 ft Invert:2,690.33 ft 2,700.00 M H-2.1 Rim:2,698.15 ft Invert:2,690.19 ft M H-2.2 Rim:2,693.44 ft 2,695.00 Invert:2,689.21 ft 0 0 0 w 2,690.00 CO-2.1:28.5 ft @ 0.005 ft/ft CO-2.2:196.5 ft @ 0.005 ft/ft Circle-12.0 in PVC Circle-12.0 in PVC 2,685.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station(ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow C13213 Rim: 2,693.25 ft Invert: 2,689.26 ft MH-2.2 Rim: 2,693.44 ft Invert: 2,689.21 ft C132C Rim: 2,693.25 ft nvert: 2,689.11 ft 2,695.00 0-1 Rim: 2,693.25 ft Invert: 2,689.11 ft c 2,690.00 CO CO-2.3: 10.3 ft @ -0.005 ft/ft CO-SI32: 5.0 ft @ 0.000 ft/ft w Circle - 12.0 in PVC Circle- 18.0 in PVC CO-2.4: 20.3 ft @ 0.005 ft/ft Circle - 12.0 in PVC 2,685.00 L -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB4A Rim: 2,693.18 ft Invert: 2,689.19 ft CB4B Rim: 2,693.18 ft Invert: 2,689.03 ft O-4 Rim: 2,693.18 ft 2,695.00 Invert: 2,689.03 ft c M 2,690.00 > a) CO-4.1: 30.5 ft w @ 0.005 ft/ft CO-SB4: 5.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CBSA Rim: 2,693.58 ft Invert: 2,689.59 ft CBSB Rim: 2,693.58 ft Invert: 2,689.44 ft O-3 Rim: 2,693.58 ft 2,695.00 Invert: 2,689.44 ft c 2,690.00 CO CO-5.1: 30.5 ft @ 0.005 ft/ft CO-SB5: 5.0 ft @ 0.000 ft/ft [U Circle - 12.0 in PVC Circle - 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB6A Rim: 2,691.86 ft I nvert: 2,687.87 ft CB6B Rim: 2,691.86 ft Invert: 2,687.72 ft 2,695.00 0-5 Rim: 2,691.86 ft Invert: 2,687.72 ft 4- c +° 2,690.00 CO w CO-6.1: 30.5 ft @ 0.005 ft/ft CO-SB6: 5.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB7A Rim: 2,689.95 ft Invert: 2,685.95 ft CB7B Rim: 2,689.95 ft Invert: 2,685.80 ft O-6 Rim: 2,689.95 ft Invert: 2,685.80 ft 2,690.00 c 0 c>3 a) w H==:� CO-7.1: 30.5 ft @ 0.005 ft/ft CO-SB7: 5.0 ft @ 0.000 ft/ft 2,685.00 Circle - 12.0 in PVC Circle - 18.0 in PVC -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 25-Year Design Flow CB8 Rim: 2,688.69 ft Invert: 2,684.69 ft 2,695.00 M H-8 Rim: 2,690.03 ft Invert: 2,684.44 ft O-7 Rim: 2,690.03 ft Invert: 2,684.44 ft 2,690.00 c 0 c� > m w 2,685.00 CO-8.1: 5 0.0 ft @ 0.005 ftlft CO-SB8: 11.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,680.00 -0+50 0+00 0+50 1+00 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow Label Elevation (Rim) Elevation Hydraulic Grade Flow(Known) Headloss (ft) (Invert) Line(In) (cfs) (ft) (ft) (ft) C62A 2,695.54 2,690.33 2,690.78 0.81 0.07 C626 2,693.25 2,689.26 2,690.29 2.19 0.06 C62C 2,693.25 2,689.11 2,689.86 2.19 0.12 C131A 2,700.80 2,696.81 2,697.44 1.55 0.11 C1316 2,700.80 2,696.66 2,697.28 1.55 0.10 C65A 2,693.58 2,689.59 2,690.09 1.01 0.08 C656 2,693.58 2,689.44 2,689.94 1.01 0.07 C64A 2,693.18 2,689.19 2,689.76 1.26 0.09 C646 2,693.18 2,689.03 2,689.59 1.26 0.09 C66A 2,691.86 2,687.87 2,688.35 0.95 0.08 C666 2,691.86 2,687.72 2,688.20 0.95 0.07 C67A 2,689.95 2,685.95 2,686.69 2.05 0.13 C676 2,689.95 2,685.80 2,686.52 2.05 0.12 C68 2,688.69 2,684.69 2,686.42 1 5.21 1 0.34 StormCAD Shelburne South-Storm System.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow Label Invert Invert Length Slope Diameter Manning' Flow Velocity Depth Capacity(Full Hydraulic Hydraulic (Start) (Stop) (User (Calculated) (in) s n (cfs) (ft/s) (Out) Flow) Grade Line Grade Line (ft) (ft) Defined) (ft/ft) (ft) (cfs) (In) (Out) (ft) (ft) (ft) CO-2.1 2,690.33 2,690.19 28.5 0.005 12.0 0.010 0.81 3.43 0.49 3.25 2,690.71 2,690.68 CO-2.2 2,690.19 2,689.21 196.5 0.005 12.0 0.010 0.81 3.45 1.00 3.27 2,690.57 2,690.21 CO-2.3 2,689.21 2,689.26 10.3 -0.005 12.0 0.010 2.19 4.42 1.00 3.23 2,690.23 2,690.21 CO-2.4 2,689.21 2,689.11 20.3 0.005 12.0 0.010 3.00 4.70 0.75 3.25 2,689.97 2,689.86 CO-S62 2,689.11 2,689.11 5.0 0.000 18.0 0.010 2.19 1.24 0.56 0.14 2,689.73 2,689.67 CO-1.1 2,696.81 2,696.66 30.5 0.005 12.0 0.010 1.55 4.09 0.62 3.25 2,697.34 2,697.28 CO-S131 2,696.66 2,696.66 5.0 0.000 18.0 0.010 1.55 0.88 0.47 0.14 2,697.18 2,697.13 CO-5.1 2,689.59 2,689.44 30.5 0.005 12.0 0.010 1.01 3.65 0.50 3.25 2,690.01 2,689.94 CO-S65 2,689.44 2,689.44 5.0 0.000 18.0 0.010 1.01 0.57 0.38 0.14 2,689.86 2,689.81 CO-4.1 2,689.19 2,689.03 30.5 0.005 12.0 0.010 1.26 3.97 0.56 3.35 2,689.66 2,689.59 CO-S64 2,689.03 2,689.03 5.0 0.000 18.0 0.010 1.26 0.71 0.42 0.14 2,689.50 2,689.45 CO-6.1 2,687.87 2,687.72 30.5 0.005 12.0 0.010 0.94 3.59 0.48 3.25 2,688.28 2,688.20 CO-S66 2,687.72 2,687.72 5.0 0.000 18.0 0.010 0.94 0.53 0.36 0.14 2,688.13 2,688.08 CO-7.1 2,685.95 2,685.80 30.5 0.005 12.0 0.010 2.05 4.37 0.72 3.25 2,686.56 2,686.52 CO-S67 2,685.80 2,685.80 5.0 0.000 18.0 0.010 2.05 1.16 0.54 0.14 2,686.40 2,686.34 CO-8.1 2,684.69 2,684.44 50.0 0.005 12.0 0.010 5.21 6.63 1.01 3.27 2,686.08 2,685.45 CO-S68 1 2,684.44 1 2,684.44 1 11.0 1 0.000 1 18.0 1 0.010 1 5.21 2.95 1 0.88 1 0.14 1 2,685.45 1 2,685.32 StormCAD Shelburne South-Storm System.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CB1A Rim: 2,700.80 ft Invert: 2,696.81 ft CB1B 2,705.00 Rim- 2,700.80 ft Invert: 2,696.66 ft O-2 Rim: 2,700.80 ft Invert: 2,696.66 ft c c� 2,700.00 a� w CO-1 -1 : 30.5 ft @ 0.005 ft/ft CO-SB1: 5.0 ft @ 0.000 ft/ft 2,695.00 L Circle - 12.0 in PVC Circle - 18.0 in PVC -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CB2A Rim:2,695.54 ft Invert:2,690.33 ft 2,700.00 M H-2.1 Rim:2,698.15 ft Invert:2,690.19 ft M H-2.2 Rim:2,693.44 ft 2,695.00 Invert:2,689.21 ft 0 0 0 w 2,690.00 CO-2.1:28.5 ft @ 0.005 ft/ft CO-2.2:196.5 ft @ 0.005 ft/ft Circle-12.0 in PVC Circle-12.0 in PVC 2,685.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station(ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow C13213 Rim: 2,693.25 ft Invert: 2,689.26 ft MH-2.2 Rim: 2,693.44 ft Invert: 2,689.21 ft C132C Rim: 2,693.25 ft nvert: 2,689.11 ft 2,695.00 0-1 Rim: 2,693.25 ft Invert: 2,689.11 ft c CO 2,690.00 CO-2.3: 10.3 ft @ -0.005 ft/ft CO-SI32: 5.0 ft @ 0.000 ft/ft w Circle - 12.0 in PVC Circle- 18.0 in PVC CO-2.4: 20.3 ft @ 0.005 ft/ft Circle - 12.0 in PVC 2,685.00 L -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CB4A Rim: 2,693.18 ft Invert: 2,689.19 ft CB4B Rim: 2,693.18 ft Invert: 2,689.03 ft O-4 Rim: 2,693.18 ft 2,695.00 Invert: 2,689.03 ft c c>3 2,690.00 > a) CO-4.1: 30.5 ft w @ 0.005 ft/ft CO-SB4: 5.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CBSA Rim: 2,693.58 ft Invert: 2,689.59 ft CBSB Rim: 2,693.58 ft Invert: 2,689.44 ft O-3 Rim: 2,693.58 ft 2,695.00 Invert: 2,689.44 ft c 2,690.00 CO CO-5.1: 30.5 ft @ 0.005 ft/ft CO-SB5: 5.0 ft @ 0.000 ft/ft [U Circle - 12.0 in PVC Circle - 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CB6A Rim: 2,691.86 ft I nvert: 2,687.87 ft CB6B Rim: 2,691.86 ft Invert: 2,687.72 ft 2,695.00 0-5 Rim: 2,691.86 ft Invert: 2,687.72 ft 4- c +° 2,690.00 CO w CO-6.1: 30.5 ft @ 0.005 ft/ft CO-SB6: 5.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,685.00 -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow CB7A Rim: 2,689.95 ft Invert: 2,685.95 ft CB7B Rim: 2,689.95 ft Invert: 2,685.80 ft O-6 Rim: 2,689.95 ft Invert: 2,685.80 ft 2,690.00 c 0 c>3 a) w q=::t CO-7.1: 30.5 ft @ 0.005 ft/ft CO-SB7: 5.0 ft @ 0.000 ft/ft 2,685.00 Circle - 12.0 in PVC Circle - 18.0 in PVC -0+50 0+00 0+50 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Shelburne South - Storm System.stsw Active Scenario: 100-Year Design Flow C138 Rim: 2,688.69 ft Invert: 2,684.69 ft 2,695.00 M H-8 Rim: 2,690.03 ft Invert: 2,684.44 ft O-7 Rim: 2,690.03 ft Invert: 2,684.44 ft 2,690.00 c 0 c� > m w 2,685.00 CO-8.1: 50.0 ft @ 0.005 ftlft CO-Sl38: 11.0 ft @ 0.000 ft/ft Circle - 12.0 in PVC Circle- 18.0 in PVC 2,680.00 -0+50 0+00 0+50 1+00 Station (ft) Bentley Systems,Inc. Haestad Methods Solution StormCAD Shelburne South-Storm System.stsw Center [10.02.03.03] 3/9/2020 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) Appendix B — Figures E VICTORY RD TEN MILE FEEDER CANAL o Q 0 28 j � o n INIE co v, C,QE-E-K SITE E AMITY RD T3N, R1 E, SEC. 28 Kimley))) Horn ' February National Flood Hazard Layer FIRMettet FEMA Legend 43°33'58.02"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT ' Without Base Flood Elevation(BFE) cD F Zone A,V,A99 o SPECIAL FLOOD With BFE or Depth zone AE,AO,AH,vE,AR N HAZARD AREAS Regulatory Floodway 0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zone x Future Conditions 1%Annual Chance Flood Hazard zone x Area with Reduced Flood Risk due to �i OTHER AREAS OF Levee.See Notes.zone x FLOOD HAZARD Area with Flood Risk due to Leveezooe D �_ .. NO SCREEN Area of Minimal Flood Hazard zone x i Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone o 177 , I I I 1 GENERAL -—-- Channel,Culvert,or Storm Sewer LIJ STRUCTURES I I I I I I I Levee,Dike,or Floodwall MT. 2 ' II ' II Cross Sections with 1%Annual Chance 17•5 Water Surface Elevation VlYl4lfEF � � 4L FLI H ❑ o- - - Coastal Transect —5i3— Base Flood Elevation Line(BFE) Limit of Study Jurisdiction Boundary ----- Coastal Transect Baseline OTHER _ Profile Baseline i{} FEATURES Hydrographic Feature * F Digital Data Available N No Digital Data Available + r MAP PANELS Unmapped ice■ ` The pin displayed on the map is an approximate point selected by the user and does not represent t - an authoritative property location. 4A Ilk —F This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. f { The basemap shown complies with FEMA's basemap '4 4j *+ accuracy standards The flood hazard information is derived directly from the - authoritative NFHL web services provided by FEMA.This map ♦ ' I I I ' was exported on 2/25/2020 at 4:35:03 PM and does not * M , I I �': reflect changes or amendments subsequent to this date and time.The NFHL and effective information may change or become superseded by new data over time. N O L • _ s o This map image is void if the one or more of the following map { elements do not appear:basemap imagery,flood zone labels, # U_SGS The National M p:OO rthoimagey:D'aYa refreshed'April,2019. legend,scale bar,map creation date,community identifiers, 43°33'31.95"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6,000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. SHELBURNE SOUTH a- PROVIDED SEEPAGE BED VOLUME - - Q Length Bed Width Seepage e Per Total Volume Total Volume Sedimentation In Actual Volume Excess Percolation Time to Drain Drains 90/a o in 13 Lip g Basin ID Depth (ft) Provided Required Void Ratio Volume Rate � ID (ft) ACHD (ft) (ft3) (ft3) Basin Required (ft3) (ac-ft) (in/hr) (hrs) 48 hrs \ / PND-1 Q_ o 1 SP1 9.00 9.00 168.00 5,920.90 5,920.90 25% 0.40 8,289.26 0.00 3 14.12 Yes I \ 0.11 \� m I 1 I / 10 II \ 11 0.76 II 2 SP2 9.00 9.00 253.00 8,923.36 8,923.36 25% 0.40 12,492.70 0.00 3 14.12 Yes \ CP-1 CB1A & 1B II 3.1 SP3 9.00 9.00 64.00 2,246.09 2,246.09 25% 0.40 3,144.52 0.00 3 14.12 Yes 1 I II I I I \ 1 L \ I II � I I 3.2 SP4 9.00 9.00 138.00 4,888.13 4,888.13 25% 0.40 6,843.39 0.00 3 14.12 Yes SP 1 \\\ I I zo \ w 4 SP5 9.00 9.00 133.00 4,660.30 4,660.30 25% 0.40 6,524.43 0.00 3 14.12 Yes \ 5 SP6 9.00 9.00 106.00 3,735.71 3,735.71 25% 0.40 5,230.00 0.00 3 14.12 Yes I STORM DRAIN 1 \ 1 1 e n \ 2.28 7 6 SP7 9.00 9.00 96.00 3,377.74 3,377.74 25% 0.40 4,728.84 0.00 3 14.12 Yes / 7 SP8 9.00 9.00 230.00 8,096.19 8,096.19 25% 0.40 11,334.67 0.00 3 14.12 Yes \ 8 SP9 9.00 9.00 261.00 11,484.06 11,484.06 25% 0.40 16,077.68 0.00 3 14.12 Yes 5 2 \ \ \ TOTAL 41,848.43 41,848.43 0.00 \ \ STORM DRAIN 8 - - - - TABLE 3 - - - - - - - - - - - \\ / PROVIDED VOLUME �\ \ 77 Volume Total 100 Year Volume Excess Required Disposal Time to o PROP. CREEK \ \ \\ I 3 Borrow Ditch Elevation Area Volume Drains 90/o in - �\ / 0.60 I O Basin ID Provided ALIGNMENT \ 5 or Pond ID (ft) (ft2) ft3 Provided Required Volume Drain Time Rate Drain ft3 ft3 hrs in/hr hrs 48 hrs - - - \ � / ( ) (ft3) ( ) ( ) ( ) ( ) ( ) 0.52 C P Mr Z *Nine Mile 1.00 4,356.00 CB8 \ 6 I I v 9 Creek 2,178.00 2,178.00 1,193.66 984.34 48 3 2.00 YES I �\ \\ 10 \ I 2 k- 00 0.00 0.00 - - \ �\ \ 14 1 _ 1 ^ U 0.50 333.97 '. \ �`\ CP-2 I o 10 PND-1 141.54 141.54 121.19 20.35 48 3 1.70 YES 49 I i \ / CB2B & 2C 1 - Q o 0.00 232.19 a� 00 1.50 2,030.53 \ - Q 0 11 BD-1 1,522.90 1,522.90 686.30 836.60 48 3 3.00 YES ` \\ 1 SP2 \ I I z 0.00 0.00 SP8 I STORM DRAIN 2 0 N 2.00 2,693.05 5l I 16 / - - = Q) o 11 BD-2 2,693.05 2,693.05 1,383.29 1309.76 48 3 4.00 11 (n co o.00 o.o0 4 t 46 4 \\� / \ I I Ld J 2.00 4,520.04 I \ \ 1 7 ° 11 BD-3 4,520.04 4,520.04 1,342.81 3177.23 48 3 4.00 YES 0.11 \ \ 0.60 CB2A 1 ° 0.00 0.00 1 9.1 `� `� 2.2 I � � a m TOTAL 3,842.44 2,001.15 1,841.29 - 2.82 \ \`\ 18 2 92 \ N o .o Basin 9 historically drains into Nine Mile Creek. The flow conditions within the creek will not be worsened from the existing condition, therefore the runoff volume post-improvement does / not constitute the creation of an additional storage facility. 66 a 5 - I- - 0. 0w 0 \ \\� 20 3.2 - - _II zo 0 - - - STORM DRAIN 7 \ 1.89 z m M 21 omo 53 f��` \ a I (D � � w I 1 \ as cnQw 16 2 '/ 44 \ \`�\ \ 2 I I � U wo' = Q T I (A (A ooU o CP-7 7 T - - CB7A & 7B W d54 \ CS LO Uj 15 1 5 \\ \ Q X 0 55 I \\ - -� - - 0 z 0.60 I 31 Z 8 1 I 4200 \l\ Z r 4.43 oM - - - - - 7 �Y - - � 3.12 z J} I \ 3 Q 41 32 \\ aQ 2 I 1 T CULVERT 1 = Z of - - - I - - � I��• - I SP7 CP-3 \, 0 U 0 6 T 1 40 3 ; . I CB3A & 3B (/) ., a3 L U Ujm 3 I T - 0.40 1 1 W Z C W J LLJ J O U)_ W(n 30 �4 Z Q a �� 1.80 1 � 0 0 W 11 �� I IN - - 0.6o I \ \ T I o 7 39 3.1 O JQ / I INz 0� O N W oa L Z CP-4 0.11 -' CB4A & 4B 25 9'2 W ZQ a 0 I I 1 SP4 I I e 0.32 2 (n Z Qf 10 /�'� v T 8 5 I \ 3 cW>_ W� o} - - I - - 3 CP-6 I W M CB6A 8c 6B �� I O w zz SP3.2 - DQ - - I STORM DRAIN J a ZQ zo 4, - - IWa I I SUB BASIN FLOWQf - Uj=N I I PATH (TYP) SP6 X W 00 -------------- - - STORM DRAIN 6 - a N�Z 7 g 0.60 STORM DRAIN 5 - - .o�aF 9 10 6 Uj j0l z3 - - o W� 1 1.30 0.60 SP5 5 N�03 0 1 1 2 1 1.44 1 I I 7 o xo� Z- � Nam L�a-W CP-5 D FD o ZL C135A & 5B L X 00 N U 0 W w 0 0'.0 - - - - - I - - - - - ° - - - - - PROJECT N0. 00Ln 03W - 0.60 - - - - - - - - - - o�=J 11.1 1 2 -_ _ - - 6.60 _ _ _ 291015008 °'in�_ - 0.33 BD-1 - - 11.3 - - of ---- 77� - - - E-- 0 ioo o - ----------- -�- - ------------- - - - ->o� DRAWING NAME C)X�a _� �_ ___ __ - 0.65 BD-3 _-____ ____ --------------- ------------------------ BD-2 = - - _ roposeConditions �Mx ..�- --------- --------- F- ------------------- ��0Z - - - ,,�,(na AMITY RD 01 OF 01 Y X�O