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HomeMy WebLinkAboutCC - Storm Drain Calcs Prepared For: Apex Cadence Subdivision No. 1 Brighton Development, Inc., Meridian, Idaho ACHD, and City of Meridian Storm Drainage Report SS�pNAL fNG o�F \CENSFO i2 Digitally signed by Lachlin Kinsella,P.E. Date:2026.01.30 16860 14:21:42-07'00' sue, 1/30/26 ( Q �C, qTF 0 Prepared By: Lachlin Kinsella, P.E. Jeff Duplechain, EIT KM Engineering, LLP 5725 North Discovery Way Boise, I D 83713 208.639.6939 Ikinsella@kmengllp.com jduplechain@kmengllp.com Ian January 2026 Project No: 24-287 E N G I N E E R I N G TABLE OF CONTENTS Introduction ................................................................................................................................. 1 ProjectDescription ...................................................................................................................... 1 SiteDescription............................................................................................................................... 1 Scopeand Methods........................................................................................................................ 1 Existing Drainage Conditions .......................................................................................................... 1 Proposed Drainage Conditions and Analysis .................................................................................. 1 Inletand Gutter Capacities ............................................................................................................. 2 SeepageBeds.................................................................................................................................. 2 BorrowDitches................................................................................................................................ 2 Summary......................................................................................................................................... 2 APPENDICES Appendix A - Figures Figure 1 - Vicinity Map Figure 2 - Post-Development Drainage Map Figure 3 - Storm Water Improvement Plans Appendix B - Tables Table 1 - Peak Flow Rates and Runoff Volumes Appendix C - Calculations Post-Development 25-year Calculations Post-Development 100-year Calculations Inlet and Gutter Capacities Seepage Bed Calculations Borrow Ditch Calculations Appendix D - Geotechnical Engineering Report & Groundwater Data Apex Cadence Subdivision Geotechnical Investigation (Atlas, 9/9/2024) Apex Cadence Subdivision Addendum #1 — Pavement Recommendations (Atlas, 10/1/24) Ground Water Monitoring Report— Pinnacle Cadence (Syman, 9/11/2025) INTRODUCTION The purpose of this report is to show that the storm drainage facilities for the proposed Apex Cadence Subdivision No. 1 (Project) are designed to meet Ada County Highway District (ACHD), City of Meridian, and the water quality requirements of the Idaho Department of Environmental Quality (DEQ). This report has been prepared at the request of the developer, Brighton Development, Inc. PROJECT DESCRIPTION The project consists of the first phase of a residential subdivision that includes 112 single- family residential lots and 28 common lots. The proposed improvements to the site include roadways, sidewalks, lot grading, and site utilities. Improvements to S. Locust Grove Rd. include constructing a pathway and installing borrow ditches for stormwater management purposes. SITE DESCRIPTION The project site is located north of E. Columbia Rd., south of E. Lake Hazel Rd., and west of S. Locust Grove Rd. in Meridian, Idaho. See Appendix A, Figure 1 for a vicinity map of the project. The proposed project area is 26.43 acres. SCOPE AND METHODS The stormwater system for the Project has been designed per the 2017 ACHD Stormwater Policy. The Rational Method is the standard method for small catchments and was used to calculate post-development peak runoff rates and runoff volumes. The Rational Method provided in the ACHD calculation sheets was used to calculate the storm water volumes and flow rates for this project (see Appendix C - Calculations). Flow rates and storm volumes were established for each basin for the 25-year and 100-year storms. Refer to Appendix B, Table 1 - Peak Flow Rates and Runoff Volumes, for a summary of flow rates and runoff volumes. Calculations for the seepage beds and borrow ditches were completed to verify capacity. EXISTING DRAINAGE CONDITIONS The pre-project watershed consists primarily of agricultural land that was previously irrigated mainly through open channels via the Rawson Canal, west of the property. The Project site includes one drainage basin with the field sloping from east to west with the irrigation wastewater and stormwater runoff conveyed to the Watkins Drain. There are no existing drainage facilities in place to reduce the peak runoff volumes prior to discharging into the Watkins Drain. PROPOSED DRAINAGE CONDITIONS AND ANALYSIS The proposed drainage system improvements consist of roadway inlets and gutters, sand and grease traps, manholes, seepage beds, and borrow ditches along S. Locust Grove Rd. The post-development site was broken into forty-five (45) basins as shown in Appendix A, Figure 2 - Post-Development Drainage Map. For land use type and runoff coefficients 1 (0.1 — open space, .95 — impervious, 0.40 — lots) for each basin, refer to the ACHD calculations in Appendix C. Each basin was delineated according to the tributary area draining to each drainage structure or facility such as gutter, catch basin inlet, etc. For individual sub-basin peak flow calculations, in addition to combined sub-basin peak flows used for downstream facility sizing and analysis, see Table 1 (Peak Flow Rates and Runoff Volumes). The proposed drainage basins include the front half of the lots, common areas, and all the proposed roadways, curb and gutters, and sidewalks. Storm water runoff consists of overland sheet flow over short grass that is conveyed with curb and gutter to catch basin inlets. The storm water runoff is then conveyed from the catch basin inlets to the proposed seepage beds or borrow ditches. INLET AND GUTTER CAPACITIES The catch basin inlets should be built per the details shown on the civil construction plans. There is a total of thirty (30) single inlets. Based on our calculations, all inlets will require a single sump grate inlet to intercept the flows. The gutter capacity of the proposed roadways was verified to ensure that overtopping of the curb would not occur in the 25-year and 100-year storm event (refer to Appendix C— Inlet and Gutter Capacities). SEEPAGE BEDS The Project includes fourteen (14) seepage beds (SB #1-14) that should be built per the details shown on the civil construction plans. Based on our calculations,the seepage beds are adequately sized to ensure that no ponding should occur on the surface and the volume required to retain the 100-year storm event are met. Once the sizes of the seepage beds were calculated, the times necessary for 90% of the 100-year storm events to be infiltrated into the ground were calculated at less than 48- hours for each of the seepage beds. The design infiltration rate at 1 in/hr was used in the calculations and is based on the recommended rate for sandy silt sediments from the geotechnical report prepared by Atlas with a 50% reduction factor. The calculations included with this report show the volumes that are required to be retained for the 100-year storm and the drain time through the bottom of the seepage beds. Refer to Appendix B, Tables and Appendix C, Seepage Bed Calculations. BORROW DITCHES There are nine (9) borrow ditches proposed that should be built per the civil construction plans. The borrow ditches have been sized to store the 100-year volume and infiltrate 90% of the required volume within a 48-hour period 2 SUMMARY This report determines that the Project storm water design sizing and analysis should conform to ACHD and the water quality requirements of the Idaho Department of Environmental Quality (DEQ). The post-development storm water runoff for half of the proposed residential lots, common spaces, and the entire roadway, curb and gutters, and sidewalks should be completely retained onsite through the proposed seepage beds and borrow ditches. 3 APPENDIX A - FIGURES 88 BB 1 1 � I� EE E. LAKE HAZEL RD. PROJECT 0 c o cn a � a � o o < m m a � o � a 0 3 0 N O N CO N Z E. 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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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Al 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,777 6,904 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.42 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 569 ft3 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) err 495 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 57 ft' Concrete 0.95 Primary Treatment/StorageBasin V 512 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 569 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:51 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin A2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,777 6,904 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.42 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 569 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 495 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 57 ft' Concrete 0.95 Primary Treatment/StorageBasin V 512 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 569 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:52 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Al and A2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,554 13,808 Acres 0.77 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xAl)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.85 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 1,138 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 990 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 114 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,024 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,138 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:52 PM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Bl 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 7 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,863 2,064 Acres 0.14 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.16 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 221 ft3 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) err 192 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 22 ft' Concrete 0.95 Primary Treatment/StorageBasin V 199 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 221 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:56 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,849 1,128 Acres 0.11 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.16 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 215 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 187 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 21 ft' Concrete 0.95 Primary Treatment/StorageBasin V 193 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 215 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:57 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Bl and B2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,712 3,192 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.32 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 436 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 379 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 44 ft' Concrete 0.95 Primary Treatment/StorageBasin V 392 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 436 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:57 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 24,045 3,482 8,486 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 267 1.4 3.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 71 0.240 4.0 17.7 Computed Tc= 20.8 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.82 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,564 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,360 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 156 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,408 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,564 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:58 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,292 2,336 8,496 Acres 0.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 222 1.4 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.2 User-Entered Tc= 18.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.34 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 542 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 472 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 54 ft' Concrete 0.95 Primary Treatment/StorageBasin V 488 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 542 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:58 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins B3 and B4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,337 5,818 16,982 Acres 1.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.10 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,107 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,832 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 211 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,896 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,307 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:59 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Bl-B4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 37,049 9,010 16,982 Acres 1.45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.33 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,543 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,211 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 254 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,288 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,543 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,3:59 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin C1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 11 Click to Show More Subbasins C 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 13,992 6,676 28,077 Acres 1.12 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 346 1.3 4.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 58 0.240 3.8 15.1 Computed Tc= 19.6 User-EnteredTc= 19.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.00 cfs 10 Calculate total runoffvol(V)(for sizing primary storage) V 1,597 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,388 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 160 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,437 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,597 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:05 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,648 3,419 11,396 Acres 0.49 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 289 1.3 3.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 19.4 User-Entered Tc= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpesk 0.44 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 705 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 613 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 70 ft' Concrete 0.95 Primary Treatment/StorageBasin V 634 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 705 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:06 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Cl and C2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,640 10,095 39,473 Acres 1.61 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(ClPeak) QpeA 1.45 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,301 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,001 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 230 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,071 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,301 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:06 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,819 2,919 15,200 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 326 1.3 4.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 19.7 User-Entered Tc= 19.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.55 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 874 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 760 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 87 ft' Concrete 0.95 Primary Treatment/StorageBasin V 786 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 874 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:06 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,111 3,631 16,197 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 368 1.3 4.8 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 20.4 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.48 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 922 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 802 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 92 ft' Concrete 0.95 Primary Treatment/StorageBasin V 830 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 922 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:06 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C3 and C4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,930 6,550 31,397 Acres 1.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.94 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,796 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,561 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 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 1,616 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,796 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:07 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C5 and C6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,962 4,215 Acres 0.44 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.62 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 835 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 726 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 83 ft' Concrete 0.95 Primary Treatment/StorageBasin V 751 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 835 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:08 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin CS 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 11,330 1,189 Acres 0.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.87 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.46 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 621 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 540 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 62 ft' Concrete 0.95 Primary Treatment/StorageBasin V 559 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 621 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:07 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,632 3,026 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.16 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 214 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 186 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 21 ft' Concrete 0.95 Primary Treatment/StorageBasin V 193 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 214 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:07 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C3-C6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,892 10,765 31,397 Acres 1.68 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.38 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,630 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,287 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 263 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,367 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,630 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:08 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Cl-C6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 51,532 20,860 70,870 Acres 3.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.58 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,931 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 4,288 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 493 ft' Concrete 0.95 Primary Treatment/StorageBasin V 4,438 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,931 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:08 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin D3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 12 Click to Show More Subbasins C 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 13,455 6,397 35,578 Acres 1.27 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 593 1.3 7.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 69 0.240 4.0 17.3 Computed Tc= 24.8 User-Entered Tc= 24.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.93 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,780 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,548 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 178 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,602 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,780 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:24 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,351 13,329 9,828 Acres 0.75 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.47 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 116 1.3 1.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 154 0.240 4.7 32.9 Computed Tc= 34.4 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.08 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.38 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 863 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 750 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 86 ft' Concrete 0.95 Primary Treatment/StorageBasin V 777 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 863 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:25 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins DI and D2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 22,806 19,726 45,406 Acres 2.02 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.08 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.15 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,643 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,298 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 264 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,378 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,643 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:25 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,093 2,748 20,881 Acres 0.73 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 311 1.3 4.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 73 0.240 4.0 18.1 Computed Tc= 22.2 User-Entered Tc= 22.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.55 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,049 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 913 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 105 ft' Concrete 0.95 Primary Treatment/StorageBasin V 945 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,049 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:25 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,513 2,539 16,108 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 314 1.3 4.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 64 0.240 3.9 16.3 Computed Tc= 20.4 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.46 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 881 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 766 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 88 ft' Concrete 0.95 Primary Treatment/StorageBasin V 793 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 881 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:26 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins D3 and D4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,606 5,287 36,989 Acres 1.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 22.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.01 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,930 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,678 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 193 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,737 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,930 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:26 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins DI-D4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 38,412 25,013 82,395 Acres 3.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.08 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.99 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,573 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,976 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 457 ft' Concrete 0.95 Primary Treatment/StorageBasin V 4,116 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,573 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:26 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins D5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,956 31,388 Acres 0.88 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 333 1.3 4.3 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 17.1 User-Entered Tc= 17.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.80 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,272 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,106 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 127 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,145 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,272 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:27 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,947 2,222 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.29 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 389 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 338 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 39 ft' Concrete 0.95 Primary Treatment/StorageBasin V 350 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 389 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:27 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D1-D6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 52,315 27,235 113,783 Acres 4.44 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.08 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 2.71 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,234 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,421 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 623 ft' Concrete 0.95 Primary Treatment/StorageBasin V 5,610 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,234 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:27 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,533 5,370 1,900 Acres 0.32 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.33 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 439 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 381 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 44 ft' Concrete 0.95 Primary Treatment/StorageBasin V 395 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 439 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:27 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins D1-D7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 58,848 32,605 115,683 Acres 4.76 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.08 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpesk 2.90 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,672 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,802 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 667 ft' Concrete 0.95 Primary Treatment/StorageBasin V 6,005 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,672 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:27 PM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin El 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,600 1,885 8,350 Acres 0.34 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg I 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.37 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 498 ft3 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) err 433 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 s0 ft' Concrete 0.95 Primary Treatment/StorageBasin V 448 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 498 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xism 1/27/2026,4:34 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin E2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 12,423 6,475 21,153 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.010 0.619 256 2.0 2.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 55 0.240 3.8 14.4 Computed Tc= 16.5 User-Entered Tc= 16.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.82 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,313 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,142 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 131 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,182 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,313 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xism 1/27/2026,4:35 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins El and E2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,023 8,360 29,503 Acres 1.26 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.14 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,811 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,575 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 181 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,630 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,811 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xism 1/27/2026,4:35 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin F3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 7 Click to Show More Subbasins C 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 12,421 6,683 20,790 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet VelocityV Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 255 1.5 2.8 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 74 0.240 4.0 18.3 Computed Tc= 21.1 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.68 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,304 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,134 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 130 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,173 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,304 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:39 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,790 1,313 6,963 Acres 0.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 147 1.5 1.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 17.3 User-Entered Tc= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.26 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 411 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 358 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 41 ft' Concrete 0.95 Primary Treatment/StorageBasin V 370 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 411 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:40 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Fl and F2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,211 7,996 27,753 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.90 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,715 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,491 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 172 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,544 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,715 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:40 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,357 5,942 10,403 Acres 0.59 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 214 1.3 2.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.3 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 0.53 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 837 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 728 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 84 ft' Concrete 0.95 Primary Treatment/StorageBasin V 754 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 837 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:41 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,183 4,323 Acres 0.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.23 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 305 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 266 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 31 ft' Concrete 0.95 Primary Treatment/StorageBasin V 275 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 305 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:42 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins F3 and F4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,540 10,265 10,403 Acres 0.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.72 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,143 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 994 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 114 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,029 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,143 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:42 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Fl-F4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,751 18,261 38,156 Acres 2.00 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.30 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.50 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,858 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,485 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 286 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,572 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,858 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:42 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin GI 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 5 Click to Show More Subbasins C 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 11,308 5,204 34,915 Acres 1.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 391 1.6 4.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 19.5 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.03 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,638 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,424 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 164 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,474 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 1,638 ft' Gravel ( ) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:46 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin G2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,081 3,935 15,201 Acres 0.62 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 251 1.4 3.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 18.6 User-Entered Tc= 18.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpesk 0.56 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 894 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 777 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 89 ft' Concrete 0.95 Primary Treatment/StorageBasin V 804 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 894 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:47 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Gl and G2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,389 9,139 50,116 Acres 1.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.59 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,531 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,201 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 253 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,278 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,531 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:47 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin G3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,064 1,410 27,472 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 251 1.3 3.3 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.0 User-Entered Tc= 16.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.74 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,174 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,021 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 117 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,057 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,174 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:47 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins GI-G3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 26,453 10,549 77,588 Acres 2.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpeak 2.33 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,705 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,222 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 371 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,335 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,705 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:47 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin H1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins C 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 12,119 6,636 15,200 Acres 0.78 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet VelocityV Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 209 1.3 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 18.3 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.71 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,128 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 981 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 113 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,015 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 1,128 ft' Gravel ( ) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:04 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin H2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,004 4,909 9,500 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 210 1.4 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.2 User-Entered Tc= 18.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.46 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 732 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 637 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 73 ft' Concrete 0.95 Primary Treatment/StorageBasin V 659 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 732 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:04 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins HI and H2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,123 11,545 24,700 Acres 1.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 1.17 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,860 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,618 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 186 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,674 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,860 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:05 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 11 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,705 25,169 Acres 0.71 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 260 1.3 3.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.64 cfs 10 Calculate total runoffvol(V)(for sizing primary storage) V 1,027 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 893 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 103 ft' Concrete 0.95 Primary Treatment/StorageBasin V 924 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 1,027 ft' Gravel ( ) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin I_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:07 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 11 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins C 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 7,078 29,966 Acres 0.85 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 316 1.3 4.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.8 User-Entered Tc= 16.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.78 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,238 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,076 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 124 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,114 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 1,238 ft' Gravel ( ) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin 1_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:08 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin K1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins C 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 8,107 1,698 23,624 Acres 0.77 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 user Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 232 1.3 3.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 15.7 User-Entered Tc= 15.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.70 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,122 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 976 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 112 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,010 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 1,122 ft' Gravel ( ) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin K_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:09 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin Ll 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 1 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,169 18,140 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet VelocityV Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 188 1.3 2.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 15.2 User-Entered Tc= 15.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.56 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.47 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 743 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 646 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 74 ft' Concrete 0.95 Primary Treatment/StorageBasin V 669 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 743 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin L_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:10 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Ml 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,921 5,116 Acres 0.53 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QpeA 0.74 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 1,000 ft3 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) err 870 W Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 100 ft' Concrete 0.95 Primary Treatment/StorageBasin V 900 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,000 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:11 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin M2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,095 13,576 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.67 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 895 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 778 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 90 ft' Concrete 0.95 Primary Treatment/StorageBasin V 806 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 895 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:12 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Ml and M2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 33,016 18,692 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.41 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 1,895 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,648 ft. Heavy areas o.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 190 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,706 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,895 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:12 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin N3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,126 5,2S7 Acres 0.56 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.79 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 1,066 ft3 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) err 927 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 107 ft' Concrete 0.95 Primary Treatment/StorageBasin V 959 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,066 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:18 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin N2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 21,089 19,186 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.93 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 1,252 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,089 ft. Heavy areas o.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 125 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,127 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,252 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:18 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Nl and N2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 40,215 24,443 Acres 1.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 1.73 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 2,318 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 2,016 ft. Heavy areas o.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 232 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,086 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,318 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:18 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 01 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 5 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,827 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.32 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 424 ft3 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) err 369 W Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 42 ft' Concrete 0.95 Primary Treatment/StorageBasin V 382 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 424 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:21 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 02 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,040 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qvr�k 0.41 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) 544 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V�l 473 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 54 ft' Concrete 0.95 Primary Treatment/StorageBasin V 490 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 544 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:21 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 03 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,300 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qvr�k 0.38 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) 504 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V�l 438 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 s0 ft' Concrete 0.95 Primary Treatment/StorageBasin V 453 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 504 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:21 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 04 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,098 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.41 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 547 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 476 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 55 ft' Concrete 0.95 Primary Treatment/StorageBasin V 492 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 547 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:24 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 05 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,608 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qvr�k 0.31 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) 412 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V�l 358 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 41 ft' Concrete 0.95 Primary Treatment/StorageBasin V 371 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 412 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:25 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 4 Enter number of storage facilities(25 max) 4 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,609 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.31 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 412 ft3 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) err 358 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 41 ft' Concrete 0.95 Primary Treatment/StorageBasin V 371 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 412 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:26 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,768 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.43 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 583 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 507 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 58 ft' Concrete 0.95 Primary Treatment/StorageBasin V 525 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 583 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:26 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,299 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qvr�k 0.38 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) 504 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V�l 438 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 s0 ft' Concrete 0.95 Primary Treatment/StorageBasin V 453 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 504 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:26 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,134 Acres 0.16 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.29 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 386 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 336 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 39 ft' Concrete 0.95 Primary Treatment/StorageBasin V 348 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 386 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:27 AM Version 10.5,November 2018 POST-DEVELOPMENT 100-YEAR CALCULATIONS ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Al 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) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,777 6,904 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.60 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) QpeA 0.59 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 792 ft3 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) err 495 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 79 ft' Concrete 0.95 Primary Treatment/StorageBasin V 713 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 792 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:53 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin A2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,777 6,904 Acres 0.38 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 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 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.59 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 792 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 495 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 79 ft' Concrete 0.95 Primary Treatment/StorageBasin V 713 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 792 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:53 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Al and A2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,554 13,808 Acres 0.77 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 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 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 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) Qpe.k 1.18 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 1,583 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 990 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 158 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,425 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,583 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/27/2026,3:53 PM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Bl 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) 7 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,863 2,064 Acres 0.14 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg1 0.65 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) QpeA 0.23 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 308 ft3 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) err 192 W Heavy areas 0.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 31 ft' Concrete 0.95 Primary Treatment/StorageBasin V 277 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 308 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:01 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,849 1,128 Acres 0.11 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(C!Peak) Qpe.k 0.22 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 299 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 187 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 30 ft' Concrete 0.95 Primary Treatment/StorageBasin V 269 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 299 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:01 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Bl and B2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,712 3,192 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.70 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpe.k 0.45 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(far sizing primary storage) V 607 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 379 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 61 ft' Concrete 0.95 Primary Treatment/StorageBasin V 546 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 607 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:02 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 24,045 3,482 8,486 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 267 1.4 3.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 71 0.240 4.0 17.7 Computed Tc= 20.8 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.14 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,177 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,360 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 218 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,959 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,177 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:02 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin B4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,292 2,336 8,496 Acres 0.37 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 222 1.4 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.2 User-Entered Tc= 18.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpesk 0.48 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 754 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 472 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 75 ft' Concrete 0.95 Primary Treatment/StorageBasin V 679 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 754 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:02 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins B3 and B4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 29,337 5,818 16,982 Acres 1.20 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(QPeak) QpeA 1.54 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,931 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,832 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 293 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,638 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,931 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:03 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Bl-B4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 37,049 9,010 16,982 Acres 1.45 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.71 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.85 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,538 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,211 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 354 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,184 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,538 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:03 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin C1 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) 11 Click to Show More Subbasins C 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 13,992 6,676 28,077 Acres 1.12 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 346 1.3 4.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 58 0.240 3.8 15.1 Computed Tc= 19.6 User-Entered Tc= 19.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.40 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,221 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,388 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 222 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,999 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 2,221 ft' Gravel ( ) Sol]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 Steep:>6% 0.13 0.18 0.23 0.. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:09 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,648 3,419 11,396 Acres 0.49 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 289 1.3 3.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 19.4 User-Entered Tc= 19.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpesk 0.62 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 980 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 613 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 98 ft' Concrete 0.95 Primary Treatment/StorageBasin V 882 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 980 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:09 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Cl and C2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,640 10,095 39,473 Acres 1.61 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(ClPeak) QpeA 2.02 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,202 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,001 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 320 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,881 ft3 Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,202 ft3 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:09 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,819 2,919 15,200 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 326 1.3 4.2 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 19.7 User-Entered Tc= 19.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.77 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,215 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 760 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 122 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,094 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,215 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:10 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,111 3,631 16,197 Acres 0.64 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 368 1.3 4.8 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 20.4 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.67 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,283 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 802 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 128 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,154 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,283 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:10 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C3 and C4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,930 6,550 31,397 Acres 1.24 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.31 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,498 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,561 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 250 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,248 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,498 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:10 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin CS 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 11,330 1,189 Acres 0.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.87 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.64 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 863 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 540 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 86 ft' Concrete 0.95 Primary Treatment/StorageBasin V 777 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 863 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:11 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin C6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,632 3,026 Acres 0.15 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.22 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 298 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 186 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 30 ft' Concrete 0.95 Primary Treatment/StorageBasin V 268 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 298 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:11 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C5 and C6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,962 4,215 Acres 0.44 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.87 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 1,161 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 726 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 116 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,045 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,161 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:12 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins C3-C6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,892 10,765 31,397 Acres 1.68 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpeak 1.92 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,659 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,287 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 366 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,293 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,659 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xism 1/27/2026,4:12 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Cl-C6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 51,532 20,860 70,870 Acres 3.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 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 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 3.59 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,861 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 4,288 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 686 ft' Concrete 0.95 Primary Treatment/StorageBasin V 6,175 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,861 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:12 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin D3 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) 12 Click to Show More Subbasins C 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 13,455 6,397 35,578 Acres 1.27 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 593 1.3 7.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 69 0.240 4.0 17.3 Computed Tc= 24.8 User-Entered Tc= 24.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.30 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,476 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,548 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 248 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,229 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,476 fti 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 Steep:>6% 0.13 0.18 0.23 0.. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:28 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,351 13,329 9,828 Acres 0.75 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.47 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 116 1.3 1.5 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 154 0.240 4.7 32.9 Computed Tc= 34.4 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 0.52 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,200 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 750 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 120 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,080 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,200 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:28 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins DI and D2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 22,806 19,726 45,406 Acres 2.02 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.53 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.61 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,677 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,298 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 368 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,309 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,677 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:28 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,093 2,748 20,881 Acres 0.73 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 311 1.3 4.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 73 0.240 4.0 18.1 Computed Tc= 22.2 User-Entered Tc= 22.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 0.76 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,460 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 913 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 146 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,314 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,460 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:29 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,513 2,539 16,108 Acres 0.60 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.59 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 314 1.3 4.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 64 0.240 3.9 16.3 Computed Tc= 20.4 User-Entered Tc= 20.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.64 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,225 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 766 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 123 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,103 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,225 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:29 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins D3 and D4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,606 5,287 36,989 Acres 1.33 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 22.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.41 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,686 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,678 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 269 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,417 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,686 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:29 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins DI-D4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 38,412 25,013 82,395 Acres 3.35 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 2.78 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 6,362 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,976 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 636 ft' Concrete 0.95 Primary Treatment/StorageBasin V 5,726 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 6,362 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:29 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins D5 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,956 31,388 Acres 0.88 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 333 1.3 4.3 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 17.1 User-Entered Tc= 17.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.12 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,769 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,106 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 177 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,592 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,769 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:30 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,947 2,222 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.74 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.40 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 541 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 338 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 54 ft' Concrete 0.95 Primary Treatment/StorageBasin V 487 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 541 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:30 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D1-D6 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 52,315 27,235 113,783 Acres 4.44 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 3.79 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 8,673 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,421 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 867 ft' Concrete 0.95 Primary Treatment/StorageBasin V 7,806 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 8,673 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:30 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin D7 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 6,533 5,370 1,900 Acres 0.32 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.46 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 610 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V, ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 61 ft' Concrete 0.95 Primary Treatment/StorageBasin V 549 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 610 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:30 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins DI-D7 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 58,848 32,605 115,683 Acres 4.76 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 34.4 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.51 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 4.06 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 9,283 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 5,802 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 928 ft' Concrete 0.95 Primary Treatment/StorageBasin V 8,355 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 9,283 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xism 1/27/2026,4:31 PM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin El 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) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,600 1,885 8,350 Acres 0.34 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg I 0.S9 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) OpeA 0.52 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 693 ft3 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) err 433 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 69 ft' Concrete 0.95 Primary Treatment/StorageBasin V 624 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 693 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:35 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin E2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 12,423 6,475 21,153 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.010 0.619 256 2.0 2.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 55 0.240 3.8 14.4 Computed Tc= 16.5 User-Entered Tc= 16.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.15 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,827 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,142 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 183 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,644 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,827 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xism 1/27/2026,4:36 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins El and E2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,023 8,360 29,503 Acres 1.26 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 16.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.59 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,520 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,575 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 252 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,268 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,520 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xism 1/27/2026,4:36 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin F3 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) 7 Click to Show More Subbasins C 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 12,421 6,683 20,790 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.57 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 255 1.5 2.8 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 74 0.240 4.0 18.3 Computed Tc= 21.1 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.95 cfs 10 Calculate total runoffvol(V)(for sizing primary storage) V 1,814 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,134 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 181 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,633 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab V 1,814 ft' Gravel) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xlsm 1/27/2026,4:43 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 3,790 1,313 6,963 Acres 0.28 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 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 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 147 1.5 1.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 17.3 User-Entered Tc= 17.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.36 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 572 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V„ 358 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 57 ft' Concrete 0.95 Primary Treatment/StorageBasin V 515 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 572 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:43 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Fl and F2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 16,211 7,996 27,753 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.25 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,386 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,491 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 239 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,148 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,386 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:43 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,357 5,942 10,403 Acres 0.59 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 214 1.3 2.7 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.3 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.73 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,165 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 728 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 117 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,049 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,165 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:43 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin F4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 25 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,183 4,323 Acres 0.22 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.85 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.23 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 305 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 266 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 31 ft' Concrete 0.95 Primary Treatment/StorageBasin V 275 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 305 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:44 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins F3 and F4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,540 10,265 10,403 Acres 0.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.00 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,590 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 994 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 159 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,431 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,590 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:44 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Fl-F4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 30,751 18,261 38,156 Acres 2.00 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 21.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 1.81 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 2.08 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,976 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,485 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 398 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,579 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,976 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xism 1/27/2026,4:44 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin G3 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) 5 Click to Show More Subbasins C 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 11,308 5,204 34,915 Acres 1.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.56 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.006 0.619 391 1.6 4.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 19.5 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.44 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,279 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,424 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 228 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,051 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,279 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:48 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin G2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,081 3,935 15,201 Acres 0.62 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 251 1.4 3.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 60 0.240 3.9 15.5 Computed Tc= 18.6 User-Entered Tc= 18.6 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.78 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,243 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 777 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 124 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,119 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,243 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:48 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Gl and G2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,389 9,139 50,116 Acres 1.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.56 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 2.22 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,522 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,201 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 352 ft' Concrete 0.95 Primary Treatment/StorageBasin V 3,170 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,522 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:48 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin G3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,064 1,410 27,472 Acres 0.83 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 251 1.3 3.3 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.0 User-Entered Tc= 16.0 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.03 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,633 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,021 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 163 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,470 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,633 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xism 1/27/2026,4:49 PM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins GI-G3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 26,453 10,549 77,588 Acres 2.63 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 19.5 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpeak 3.25 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 5,155 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,222 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 516 ft' Concrete 0.95 Primary Treatment/StorageBasin V 4,640 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 5,155 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.x1sm 1/27/2026,4:49 PM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin H3 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) 3 Click to Show More Subbasins C 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 12,119 6,636 15,200 Acres 0.78 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 209 1.3 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.7 Computed Tc= 18.3 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.99 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,569 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 981 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 157 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,412 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab V 1,569 ft' Gravel) Sol]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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:05 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin H2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 8,004 4,909 9,500 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.005 0.619 210 1.4 2.6 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 61 0.240 3.9 15.6 Computed Tc= 18.2 User-Entered Tc= 18.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) Qpesk 0.64 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,019 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 637 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 102 ft' Concrete 0.95 Primary Treatment/StorageBasin V 917 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,019 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:05 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins HI and H2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,123 11,545 24,700 Acres 1.29 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min 10 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients"( Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning In Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.619 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c Computed Tc= 0.0 User-Entered Tc= 18.3 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(C!Peak) QpeA 1.63 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,588 W V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,618 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 259 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,329 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,588 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xism 1/28/2026,8:05 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 11 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) 1 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 5,705 25,169 Acres 0.71 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 260 1.3 3.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.1 User-Entered Tc= 16.1 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.90 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,428 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 893 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 143 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,286 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,428 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin I_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:07 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin J1 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) 1 Click to Show More Subbasins C 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 7,078 29,966 Acres 0.85 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 316 1.3 4.1 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 16.8 User-Entered Tc= 16.8 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.09 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,722 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,076 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 172 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,550 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,722 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin 1_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:08 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin K3 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) 1 Click to Show More Subbasins C 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 8,107 1,698 23,624 Acres 0.77 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.59 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Segment 2:Gutter Shallow Concentrated Flow Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 232 1.3 3.0 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 15.7 User-Entered Tc= 15.7 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.99 cfs 10 Calculate total runoffvol(V)(for sizing primary storage) V 1,562 ft3 V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm 1(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 976 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 156 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,405 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Sol] 0.75 Volume Without Sediment Factor(See BMP 20 Tab V 1,562 ft' Gravel) 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin K_ACHD_SD_CALCS_112018.xism 1/28/2026,8:10 AM Version 10.5,November 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin Ll 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) 1 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 4,169 18,140 Acres 0.51 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.58 7 User Calculate Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"t Business Downtown areas 0.70-0.95 Hydraulic Urban neighborhoods 0.50-0.70 Radius Flow Residential Intercept A/Wet Velocity V Flow Time Single Family 0.35-0.50 Multi-family 0.60-0.75 ID Pipe Size(in) Slope(ft/ft) Coeff. Length Manning n Perm (fps) (min) Residential(rural) 0.25-0.40 Segment 1:Pipe Flow Apartment Dwelling Areas 0.70 a Industrial and Commercial Light areas 0.80 Heavy area Segment 2:Gutter Shallow Concentrated Flow s 0. Parks,Cemeteries 0.1010-0.25 b 0.004 0.619 188 1.3 2.4 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 Segment 3:Overland Sheet Flow By TR-55,<300-ft c 0.020 47 0.240 3.7 12.7 Computed Tc= 15.2 User-Entered Tc= 15.2 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.18 in/hr 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 0.65 cfs 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,034 fti V=Ci(Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 646 W 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 103 ft' Concrete 0.95 Primary Treatment/StorageBasin V 930 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,034 fti 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 P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin L_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:11 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Ml 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) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 17,921 5,116 Acres 0.53 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.76 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) OpeA 1.04 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 1,391 ft3 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 870 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 139 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,252 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,391 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:12 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin M2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 15,095 13,576 Acres 0.66 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.93 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 1,245 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 778 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 125 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,121 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,245 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:13 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Ml and M2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 33,016 18,692 Acres 1.19 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.64 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Cipeak 1.97 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 2,637 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 1,648 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 264 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,373 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 2,637 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:13 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Nl 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) 3 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 19,126 5,2S7 Acres 0.56 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.77 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) OpeA 1.11 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 1,483 ft3 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) err 927 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 148 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,335 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,483 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:19 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin N2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 21,089 19,186 Acres 0.92 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 1.30 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 1,742 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,089 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 174 ft' Concrete 0.95 Primary Treatment/StorageBasin V 1,568 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,742 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:19 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basins Nl and N2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 40,215 24,443 Acres 1.48 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.10 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.63 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 2.41 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 3,225 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 2,016 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 323 ft' Concrete 0.95 Primary Treatment/StorageBasin V 2,903 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,225 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:19 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 01 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) 5 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,827 Acres 0.18 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) OpeA 0.44 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 590 ft3 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) err 369 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 59 ft' Concrete 0.95 Primary Treatment/StorageBasin V 531 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 590 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:22 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 02 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,040 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.56 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 757 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V, ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 76 ft' Concrete 0.95 Primary Treatment/StorageBasin V 681 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 757 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:24 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 03 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,300 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.52 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 701 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 438 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 70 ft' Concrete 0.95 Primary Treatment/StorageBasin V 631 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 701 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:24 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 04 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,098 Acres 0.23 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.57 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 761 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 476 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 76 ft' Concrete 0.95 Primary Treatment/StorageBasin V 685 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 761 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:25 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin 05 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,608 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min to rein. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.43 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 573 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 358 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate t0 Surface Waters(if applicable) cfs Playgrounds 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 57 ft' Concrete 0.95 Primary Treatment/StorageBasin V 516 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 573 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xism 1/28/2026,8:25 AM Version 10.5,November 2018 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 M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin Pl 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) 4 Click to Show More Subbasins C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,609 Acres 0.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 1 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate to Min. Estimated Runoff Coefficients for Various Surface min - Type of Surface Runoff Coefficients"( 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) OpeA 0.43 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 574 ft3 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) err 358 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,cemeteries 0. Playgrounds 0.20-0.0-0.35 5 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 57 ft' Concrete 0.95 Primary Treatment/StorageBasin V 516 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 574 ftj 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 O. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:27 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P2 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 10,768 Acres 0.25 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.61 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 812 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 507 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 81 ft' Concrete 0.95 Primary Treatment/StorageBasin V 730 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 812 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:27 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P3 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 9,299 Acres 0.21 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.52 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 701 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 438 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 70 ft' Concrete 0.95 Primary Treatment/StorageBasin V 631 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 701 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:27 AM Version 10.5,November 2018 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. �WPs for Peak Discharge Rate using the Rational M�1171ated for post-developme 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 Apex Cadence Sub No.1-Basin P4 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 C Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 7,134 Acres 0.16 6 Determine the Weighted Runoff Coefficient(C) 0.95 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AvgJ 0.95 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 User Calculate min t0 ruin. Estimated Runoff Coefficients for Various Surface - Type of Surface Runoff Coefficients N 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(CiPeak) Qpe.k 0.40 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 538 fta Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Enter Percentile Storm 195th percentile=0.60 in 95th Industrial and commercial ( p ) 0.60 In Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) V,r 336 ft' Heavy areas o.90 Parks,Cemeteries 0.10-0.25 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 54 ft' Concrete 0.95 Primary Treatment/StorageBasin V 484 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 538 ft' Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 O. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:27 AM Version 10.5,November 2018 INLET AND GUTTER CAPACITIES Hydraulic Analysis Report Project Data Project Title: 24-287 Apex Cadence No. 1 Designer:Jeff Duplechain,EIT Project Date:Wednesday,January 28, 2026 Project Units: U.S. Customary Units Notes: Curb and Gutter Analysis: Curb and Gutter Analysis - Al Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.5900 cfs Gutter Result Parameters Width of Spread: 6.5873 ft Gutter Depression: 0.3960 in Area of Flow: 0.4587 ft^2 Eo (Gutter Flow to Total Flow): 0.5552 Gutter Depth at Curb: 1.9770 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1117 ft Computed Width of Spread at Sag: 5.5086 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - A2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.5900 cfs Gutter Result Parameters Width of Spread: 6.5873 ft Gutter Depression: 0.3960 in Area of Flow: 0.4587 ft^2 Eo (Gutter Flow to Total Flow): 0.5552 Gutter Depth at Curb: 1.9770 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.1117 ft Computed Width of Spread at Sag: 5.5086 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - 131 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.2300 cfs Gutter Result Parameters Width of Spread: 4.6303 ft Gutter Depression: 0.3960 in Area of Flow: 0.2391 ft^2 Eo (Gutter Flow to Total Flow): 0.7207 Gutter Depth at Curb: 1.5073 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.0596 ft Computed Width of Spread at Sag: 2.9047 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - B2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.2200 cfs Gutter Result Parameters Width of Spread: 4.5397 ft Gutter Depression: 0.3960 in Area of Flow: 0.2308 ft^2 Eo (Gutter Flow to Total Flow): 0.7300 Gutter Depth at Curb: 1.4855 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.0579 ft Computed Width of Spread at Sag: 2.8177 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - C1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 1.4000 cfs Gutter Result Parameters Width of Spread: 9.7249 ft Gutter Depression: 0.3960 in Area of Flow: 0.9705 ft^2 Eo (Gutter Flow to Total Flow): 0.3960 Gutter Depth at Curb: 2.7300 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1987 ft Computed Width of Spread at Sag: 9.8585 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - C2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.6200 cfs Gutter Result Parameters Width of Spread: 7.0346 ft Gutter Depression: 0.3960 in Area of Flow: 0.5196 ft^2 Eo (Gutter Flow to Total Flow): 0.5259 Gutter Depth at Curb: 2.0843 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1154 ft Computed Width of Spread at Sag: 5.6963 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - C3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.7700 cfs Gutter Result Parameters Width of Spread: 7.6766 ft Gutter Depression: 0.3960 in Area of Flow: 0.6141 ft^2 Eo (Gutter Flow to Total Flow): 0.4884 Gutter Depth at Curb: 2.2384 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1334 ft Computed Width of Spread at Sag: 6.5932 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - C4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.6700 cfs Gutter Result Parameters Width of Spread: 7.2589 ft Gutter Depression: 0.3960 in Area of Flow: 0.5517 ft^2 Eo (Gutter Flow to Total Flow): 0.5 12 3 Gutter Depth at Curb: 2.1381 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1216 ft Computed Width of Spread at Sag: 6.0026 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - 131 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Gutter Result Parameters Design Flow: 1.3000 cfs Gutter Result Parameters Width of Spread: 9.3675 ft Gutter Depression: 0.4761 in Area of Flow: 0.9007 ft^2 Eo (Gutter Flow to Total Flow): 0.3386 Gutter Depth at Curb: 2.7243 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.1670 ft Grate Length: 2.2080 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.5420 ft Effective Perimeter: 4.5420 ft Area: 0.8761 ft^2 Effective Area: 0.8761 ft^2 Depth at center of grate: 0.2088 ft Computed Width of Spread at Sag: 10.0312 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - D2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.5200 cfs Gutter Result Parameters Width of Spread: 6.5477 ft Gutter Depression: 0.3960 in Area of Flow: 0.4535 ft^2 Eo (Gutter Flow to Total Flow): 0.5579 Gutter Depth at Curb: 1.9674 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1027 ft Computed Width of Spread at Sag: 5.0578 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - D3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Gutter Result Parameters Design Flow: 0.7600 cfs Gutter Result Parameters Width of Spread: 7.5745 ft Gutter Depression: 0.4761 in Area of Flow: 0.5969 ft^2 Eo (Gutter Flow to Total Flow): 0.4142 Gutter Depth at Curb: 2.2940 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.1670 ft Grate Length: 2.2080 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.5420 ft Effective Perimeter: 4.5420 ft Area: 0.8761 ft^2 Effective Area: 0.8761 ft^2 Depth at center of grate: 0.1460 ft Computed Width of Spread at Sag: 6.8906 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - D4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Gutter Result Parameters Design Flow: 0.6400 cfs Gutter Result Parameters Width of Spread: 7.0685 ft Gutter Depression: 0.4761 in Area of Flow: 0.5228 ft^2 Eo (Gutter Flow to Total Flow): 0.4414 Gutter Depth at Curb: 2.1726 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.1670 ft Grate Length: 2.2080 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.5420 ft Effective Perimeter: 4.5420 ft Area: 0.8761 ft^2 Effective Area: 0.8761 ft^2 Depth at center of grate: 0.1302 ft Computed Width of Spread at Sag: 6.1005 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - D6 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.4000 cfs Gutter Result Parameters Width of Spread: 5.8736 ft Gutter Depression: 0.3960 in Area of Flow: 0.3697 ft^2 Eo (Gutter Flow to Total Flow): 0.6079 Gutter Depth at Curb: 1.8057 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.0862 ft Computed Width of Spread at Sag: 4.2341 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - D7 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.4600 cfs Gutter Result Parameters Width of Spread: 6.2252 ft Gutter Depression: 0.3960 in Area of Flow: 0.4123 ft^2 Eo (Gutter Flow to Total Flow): 0.5809 Gutter Depth at Curb: 1.8900 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.0946 ft Computed Width of Spread at Sag: 4.6549 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - E1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.5200 cfs Gutter Result Parameters Width of Spread: 5.6401 ft Gutter Depression: 0.3960 in Area of Flow: 0.3429 ft^2 Eo (Gutter Flow to Total Flow): 0.6270 Gutter Depth at Curb: 1.7496 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1027 ft Computed Width of Spread at Sag: 5.0578 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - E2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 1.1500 cfs Gutter Result Parameters Width of Spread: 7.8461 ft Gutter Depression: 0.3960 in Area of Flow: 0.6404 ft^2 Eo (Gutter Flow to Total Flow): 0.4793 Gutter Depth at Curb: 2.2791 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1743 ft Computed Width of Spread at Sag: 8.6376 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - F1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Gutter Result Parameters Design Flow: 0.9500 cfs Gutter Result Parameters Width of Spread: 7.9970 ft Gutter Depression: 0.4761 in Area of Flow: 0.6627 ft^2 Eo (Gutter Flow to Total Flow): 0.3937 Gutter Depth at Curb: 2.3954 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.1670 ft Grate Length: 2.2080 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.5420 ft Effective Perimeter: 4.5420 ft Area: 0.8761 ft^2 Effective Area: 0.8761 ft^2 Depth at center of grate: 0.1694 ft Computed Width of Spread at Sag: 8.0614 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - F2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.3600 cfs Gutter Result Parameters Width of Spread: 5.3593 ft Gutter Depression: 0.3960 in Area of Flow: 0.3120 ft^2 Eo (Gutter Flow to Total Flow): 0.6512 Gutter Depth at Curb: 1.6822 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.0803 ft Computed Width of Spread at Sag: 3.9418 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - F3 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.7300 cfs Gutter Result Parameters Width of Spread: 7.5140 ft Gutter Depression: 0.3960 in Area of Flow: 0.5894 ft^2 Eo (Gutter Flow to Total Flow): 0.4975 Gutter Depth at Curb: 2.1994 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1287 ft Computed Width of Spread at Sag: 6.3602 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - F4 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.3200 cfs Gutter Result Parameters Width of Spread: 5.3451 ft Gutter Depression: 0.3960 in Area of Flow: 0.3104 ft^2 Eo (Gutter Flow to Total Flow): 0.6524 Gutter Depth at Curb: 1.6788 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.0743 ft Computed Width of Spread at Sag: 3.6385 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - G1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0540 ft/ft Manning's n: 0.0170 Gutter Width: 1.1670 ft Gutter Result Parameters Design Flow: 1.4400 cfs Gutter Result Parameters Width of Spread: 9.8431 ft Gutter Depression: 0.4761 in Area of Flow: 0.9920 ft^2 Eo (Gutter Flow to Total Flow): 0.3228 Gutter Depth at Curb: 2.8385 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.1670 ft Grate Length: 2.2080 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 4.5420 ft Effective Perimeter: 4.5420 ft Area: 0.8761 ft^2 Effective Area: 0.8761 ft^2 Depth at center of grate: 0.2235 ft Computed Width of Spread at Sag: 10.7679 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - G2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.7800 cfs Gutter Result Parameters Width of Spread: 7.7164 ft Gutter Depression: 0.3960 in Area of Flow: 0.6202 ft^2 Eo (Gutter Flow to Total Flow): 0.4863 Gutter Depth at Curb: 2.2479 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1345 ft Computed Width of Spread at Sag: 6.6508 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - H1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.9900 cfs Gutter Result Parameters Width of Spread: 8.4850 ft Gutter Depression: 0.3960 in Area of Flow: 0.7447 ft^2 Eo (Gutter Flow to Total Flow): 0.4476 Gutter Depth at Curb: 2.4324 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1577 ft Computed Width of Spread at Sag: 7.8095 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - H2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.6400 cfs Gutter Result Parameters Width of Spread: 7.1257 ft Gutter Depression: 0.3960 in Area of Flow: 0.5325 ft^2 Eo (Gutter Flow to Total Flow): 0.5203 Gutter Depth at Curb: 2.1062 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.1179 ft Computed Width of Spread at Sag: 5.8198 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - M1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 1.0400 cfs Gutter Result Parameters Width of Spread: 8.6521 ft Gutter Depression: 0.3960 in Area of Flow: 0.7733 ft^2 Eo (Gutter Flow to Total Flow): 0.4399 Gutter Depth at Curb: 2.4725 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.15 77 ft^2 Depth at center of grate: 0.1630 ft Computed Width of Spread at Sag: 8.0727 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - M2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 0.9300 cfs Gutter Result Parameters Width of Spread: 8.2772 ft Gutter Depression: 0.3960 in Area of Flow: 0.7099 ft^2 Eo (Gutter Flow to Total Flow): 0.4575 Gutter Depth at Curb: 2.3825 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft12 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1513 ft Computed Width of Spread at Sag: 7.4876 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - N1 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 1.1100 cfs Gutter Result Parameters Width of Spread: 8.8776 ft Gutter Depression: 0.3960 in Area of Flow: 0.8129 ft^2 Eo (Gutter Flow to Total Flow): 0.4300 Gutter Depth at Curb: 2.5266 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1702 ft Computed Width of Spread at Sag: 8.4344 ft Flow type:Weir Flow Efficiency: 1.0000 Curb and Gutter Analysis: Curb and Gutter Analysis - N2 Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0200 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0420 ft/ft Manning's n: 0.0170 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 1.3000 cfs Gutter Result Parameters Width of Spread: 9.4467 ft Gutter Depression: 0.3960 in Area of Flow: 0.9171 ft^2 Eo (Gutter Flow to Total Flow): 0.4066 Gutter Depth at Curb: 2.6632 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 0.0000 % Inlet Type: Grate Grate Type: 45 degree tilt-bar w/2-1/4 in Grate Width: 1.5000 ft Grate Length: 2.2700 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.2700 ft Effective Perimeter: 5.2700 ft Area: 1.1577 ft^2 Effective Area: 1.1577 ft^2 Depth at center of grate: 0.1891 ft Computed Width of Spread at Sag: 9.3796 ft Flow type:Weir Flow Efficiency: 1.0000 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin G3 - Flow Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.15 Total Depth (ft) = 0.20 Q (cfs) = 1.030 Area (sqft) = 1.13 Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.92 Slope (%) = 0.40 Wetted Perim (ft) = 15.00 N-Value = 0.017 Crit Depth, Yc (ft) = 0.13 Top Width (ft) = 15.00 Calculations EGL (ft) = 0.16 Compute by: Known Q Known Q (cfs) = 1.03 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Inlet Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin G3 - Inlet Drop Grate Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = -0- Q (cfs) = 1.03 Throat Height (in) = -0- Grate Area (sqft) = 3.00 Highlighted Grate Width (ft) = 1.50 Q Total (cfs) = 1.03 Grate Length (ft) = 2.00 Q Capt (cfs) = 1.03 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 1.61 Slope, Sw (ft/ft) = 0.020 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 15.39 Local Depr (in) = -0- Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- r.11 dimensions Iniee[ ____________________________________________________________________ ______________________ _____________________________________________________________ 013 E.69 2.00 E.69 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin 11 - Flow Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.14 Total Depth (ft) = 0.20 Q (cfs) = 0.900 Area (sqft) = 0.98 Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.92 Slope (%) = 0.40 Wetted Perim (ft) = 14.00 N-Value = 0.017 Crit Depth, Yc (ft) = 0.12 Top Width (ft) = 14.00 Calculations EGL (ft) = 0.15 Compute by: Known Q Known Q (cfs) = 0.90 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Inlet Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin 11 - Inlet Drop Grate Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = -0- Q (cfs) = 0.90 Throat Height (in) = -0- Grate Area (sqft) = 3.00 Highlighted Grate Width (ft) = 1.50 Q Total (cfs) = 0.90 Grate Length (ft) = 2.00 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 1.47 Slope, Sw (ft/ft) = 0.020 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 14.23 Local Depr (in) = -0- Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- r.11 dimensions Iniee[ 0.12 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin A - Flow Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.15 Total Depth (ft) = 0.20 Q (cfs) = 1.090 Area (sqft) = 1.13 Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.97 Slope (%) = 0.40 Wetted Perim (ft) = 15.00 N-Value = 0.017 Crit Depth, Yc (ft) = 0.13 Top Width (ft) = 15.00 Calculations EGL (ft) = 0.16 Compute by: Known Q Known Q (cfs) = 1.09 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Inlet Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin A - Inlet Drop Grate Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = -0- Q (cfs) = 1.09 Throat Height (in) = -0- Grate Area (sqft) = 3.00 Highlighted Grate Width (ft) = 1.50 Q Total (cfs) = 1.09 Grate Length (ft) = 2.00 Q Capt (cfs) = 1.09 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 1.67 Slope, Sw (ft/ft) = 0.020 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 15.90 Local Depr (in) = -0- Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- r.11 dimensions Iniee[ 0.14 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin K1 - Flow Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.15 Total Depth (ft) = 0.20 Q (cfs) = 0.990 Area (sqft) = 1.13 Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.88 Slope (%) = 0.40 Wetted Perim (ft) = 15.00 N-Value = 0.017 Crit Depth, Yc (ft) = 0.12 Top Width (ft) = 15.00 Calculations EGL (ft) = 0.16 Compute by: Known Q Known Q (cfs) = 0.99 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Inlet Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin K1 - Inlet Drop Grate Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = -0- Q (cfs) = 0.99 Throat Height (in) = -0- Grate Area (sqft) = 3.00 Highlighted Grate Width (ft) = 1.50 Q Total (cfs) = 0.99 Grate Length (ft) = 2.00 Q Capt (cfs) = 0.99 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 1.56 Slope, Sw (ft/ft) = 0.020 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 15.04 Local Depr (in) = -0- Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- r.11 dimensions Iniee[ ------------------- 0.13 5.52 2.Cl 5.52 Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin L1 - Flow Triangular Highlighted Side Slopes (z:1) = 50.00, 50.00 Depth (ft) = 0.13 Total Depth (ft) = 0.20 Q (cfs) = 0.650 Area (sqft) = 0.84 Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.77 Slope (%) = 0.40 Wetted Perim (ft) = 13.00 N-Value = 0.017 Crit Depth, Yc (ft) = 0.11 Top Width (ft) = 13.00 Calculations EGL (ft) = 0.14 Compute by: Known Q Known Q (cfs) = 0.65 Elev (ft) Section Depth (ft) 101.00 1.00 100.75 0.75 100.50 0.50 100.25 0.25 100.00 0.00 99.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Inlet Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jan 28 2026 Basin L1 - Inlet Drop Grate Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = -0- Q (cfs) = 0.65 Throat Height (in) = -0- Grate Area (sqft) = 3.00 Highlighted Grate Width (ft) = 1.50 Q Total (cfs) = 0.65 Grate Length (ft) = 2.00 Q Capt (cfs) = 0.65 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 1.18 Slope, Sw (ft/ft) = 0.020 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.020 Gutter Spread (ft) = 11.85 Local Depr (in) = -0- Gutter Vel (ft/s) = -0- Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- r.11 dimensions Iniee[ .1 4.52 2.10 4.52 SEEPAGE BED CALCULATIONS 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 Apex Cadence Sub No.1-Basins Al and A2(SB al) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.60 Link to: QV _ QV2 5 Area A(Acres) 0.77 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 1,979 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 12.5 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.7 ft3/ft 15 Calculate Design Length L 45 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 45 ft 17 Variable Infiltration Window W SWW 12.5 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 45 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Options 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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft, 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin A_ACHD_SD_CALCS_112018.xism 1/28/2026,8:36 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins Bl-B4(SB#2) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.71 Link to: QV5 5 Area A(Acres) 1.45 acres [QV7�— 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 4,422 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 52.4 ft3/ft 15 Calculate Design Length L 84 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 84 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 37.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 84 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin B_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:37 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins C3-C6(SB#3) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient 0.60 Link to: QV7 5 Area A(Acres) 3.29 acres Qv9 6 Approved discharge rate(if applicable) 0.00 cfs Qvto 7 Is Seepage Bed in Common Lot? No V 8,576 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 9.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 58.4 ft3/ft 15 Calculate Design Length L 147 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 147 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 42.1 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 147 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin C_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:38 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins D3-D5(SB#4) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.56 Link to: QV8 Qv9 5 Area A(Acres) 4.76 acres Qv10 6 Approved discharge rate(if applicable) 0.00 cfs Q Vil 7 Is Seepage Bed in Common Lot? No V 11,604 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 17.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 69.6 ft3/ft 15 Calculate Design Length L 167 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 167 ft 17 Variable Infiltration Window W SWW 17.0 ft 18 Time to Drain 44.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 167 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin D_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:39 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins E1 and E2(513#5) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.58 Link to: QV Qvz — 5 Area A(Acres) 1.26 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? Yes V 2,520 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.5 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.7 ft3/ft 15 Calculate Design Length L 58 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 58 ft 17 Variable Infiltration Window W SWW 12.5 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 58 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin E_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:39 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins F3-F4(SB#6) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.57 Link to: QV5 5 Area A(Acres) 2.00 acres EQV7�— 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 4,970 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 52.4 ft3/ft 15 Calculate Design Length L 95 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 95 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 37.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 95 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin F_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:40 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins G1 and G2(SB#7) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.57 Link to: QV 5 Area A(Acres) 2.63 acres QV3 6 Approved discharge rate(if applicable) 0.00 cfs Qv4 [QV5� 7 Is Seepage Bed in Common Lot? No V 6,444 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 10.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 41.0 ft3/ft 15 Calculate Design Length L 157 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 157 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 447 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 157 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin G_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:42 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins H1 and H2(SB a8) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.58 Link to: QV QV2 — 5 Area A(Acres) 1.29 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? Yes V 2,588 ft3 0%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 42.0 Oft 15 Calculate Design Length L 62 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 62 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 62 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Options 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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft, 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin H_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:42 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basin 11(SB#9) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.58 Link to: LQV QV TRSS — 5 Area A(Acres) 0.71 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? No 1,786 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 35.0 Oft 15 Calculate Design Length L 51 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 51 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 51 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin I_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:43 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basin J1(SB#10) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.59 Link to: Qy QV TR55 — 5 Area A(Acres) 0.85 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? No 2,153 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 35.0 Oft 15 Calculate Design Length L 61 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 61 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 61 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin J_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:43 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basin K1(SB#10) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.59 Link to: Qy QV TR55 — 5 Area A(Acres) 0.77 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? No 1,952 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 35.0 Oft 15 Calculate Design Length L 56 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 56 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 56 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin K_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:44 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basin Ll(SB#12) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.58 Link to: LQV QV TRSS - 5 Area A(Acres) 0.51 acres 6 Approved discharge rate(if applicable) 0.00 cfs 7 Is Seepage Bed in Common Lot? No 1,292 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 10.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 35.0 Oft 15 Calculate Design Length L 37 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 37 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 37.8 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 37 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin L_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:45 AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins M1 and M2(SB#13) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.64 Link to: QV _ QV2 5 Area A(Acres) 1.19 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 3,296 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),REQD if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 52.4 ft3/ft 15 Calculate Design Length L 63 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 63 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 37.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 63 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Options 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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft, 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin M_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:4S AM Version 10.5,November 2018 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 Apex Cadence Sub No.1-Basins N1 and N2(513#14) 2 Enter number of Seepage Beds(25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.63 Link to: QV QV2 — 5 Area A(Acres) 1.48 acres [QV3� 6 Approved discharge rate(if applicable) 0.00 cfs QVTR55 7 Is Seepage Bed in Common Lot? No V 4,031 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 15.0 ft 9 Set Total Design Depth of All Drain Rock D 8.5 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 1.00 in/hr 12 Size of WQ Perf Pipe(Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 360°),RECID if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 52.4 ft3/ft 15 Calculate Design Length L 77 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 77 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 37.7 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 77 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(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 ft3/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin N_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:46 AM Version 10.5,November 2018 BORROW DITCH CALCULATIONS ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 01,Borrow Ditch#1 2 Enter number of Bioswales/Borrow Ditches(25 max) 5 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to:[Q,V 4 Area A(Acres) 0.18 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V4 5 Design Vol With 0%Sed for Swales V 590 ft, QN5 6 Length of Swale 161 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,691 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.0 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (589.9) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:48 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 02,Borrow Ditch#2 2 Enter number of Bioswales/Borrow Ditches(25 max) 5 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.23 acres [Q'VZ Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V4 5 Design Vol With 0%Sed for Swales V 757 ft, QN5 6 Length of Swale 202 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 2,121 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.5 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (756.7) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:49 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 03,Borrow Ditch#3 2 Enter number of Bioswales/Borrow Ditches(25 max) 5 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.21 acres Q,vz [Q,v3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,v4 5 Design Vol With 0%Sed for Swales V 701 ft, Q,V5 6 Length of Swale 186 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,953 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.6 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (701.0) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:50 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 04,Borrow Ditch#4 2 Enter number of Bioswales/Borrow Ditches(25 max) 5 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.23 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs [Q,V4 5 Design Vol With 0%Sed for Swales V 761 ft, QN5 6 Length of Swale 203 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 2,132 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.5 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (761.1) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:50 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin 05,Borrow Ditch#5 2 Enter number of Bioswales/Borrow Ditches(25 max) 5 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.17 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V4 5 Design Vol With 0%Sed for Swales V 573 ft, LQ,V5 6 Length of Swale 150 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,575 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.9 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (573.4) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin O_ACHD_SD_CALCS_112018.xlsm 1/28/2026,8:50 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin P1,Borrow Ditch#6 2 Enter number of Bioswales/Borrow Ditches(25 max) 4 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to:[Q,V 4 Area A(Acres) 0.17 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V4 5 Design Vol With 0%Sed for Swales V 574 ft, Q,V TR55 6 Length of Swale 150 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,575 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.9 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (573.5) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,9:04 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin P2,Borrow Ditch#7 2 Enter number of Bioswales/Borrow Ditches(25 max) 4 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.25 acres [Q'VZ Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,V4 5 Design Vol With 0%Sed for Swales V 812 ft, Q,V TR55 6 Length of Swale 218 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 2,289 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.3 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (811.6) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,9:04 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin P3,Borrow Ditch#8 2 Enter number of Bioswales/Borrow Ditches(25 max) 4 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.21 acres Q,vz [Q,v3 Approved discharge rate for the given storm(if applicable) 0.00 cfs Q,v4 5 Design Vol With 0%Sed for Swales V 701 ft, QV TR55 6 Length of Swale 186 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,953 ft3 15 Does it Have Capacity? OK 16 Time to Drain 22.6 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (700.9) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,9:05 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Apex Cadence Sub No.1-Basin P4,Borrow Ditch#9 2 Enter number of Bioswales/Borrow Ditches(25 max) 4 3 Design Storm 100 Weighted Runoff Coefficient C 0.95 Link to: QV 4 Area A(Acres) 0.16 acres Q,V2 Q,V3 Approved discharge rate for the given storm(if applicable) 0.00 cfs [Q,V4 5 Design Vol With 0%Sed for Swales V 538 ft, Q,V TR55 6 Length of Swale 117 ft 7 Infiltration Window?(Note:infiltration required if Longitudinal Sloped%) Design Infiltration Rate 1.00 in/hr 8 Infiltration Window Width 2.00 ft 9 Set Swale Bottom Width b 2.00 ft 10 Set Swale Top Width 14.00 ft 11 Set Swale Depth y 1.50 ft 12 Swale Side Slopes H:1 Sxs 3.00 13 Calculate cross-sectional area Axs 9.75 10.50 ft` Axs=Y zz+by 14 Total Swale Capacity Without Driveways 1,229 ft3 15 Does it Have Capacity? OK 16 Time to Drain 27.6 hr 90%volume in 48-hours minimum OK Check Swale With Driveways 17 Avg.Driveway Fill Slope in Swale (H/V) ft/ft 18 Enter Total Number of Driveways ea 0.0 ft3 Deduct driveway slope 19 Enter Total Length of all Driveways ft 0.0 ft3 Deduct driveway length 20 Lost Swale Length From Trees,etc. ft 0.0 ft3 Deduct other 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage-Deductions-Runoff Volume (537.7) ft3 23 Is Capacity Good? 24 Time to Drain 0.0 hr 90%volume in 48-hours minimum OK P:\24-287\Civil\Calculations&Reports\Drainage\Calcs\Basin P_ACHD_SD_CALCS_112018.xlsm 1/28/2026,9:05 AM Version 10.5,November 2018 APPENDIX D - GEOTECHNICAL ENGINEERING REPORT & GROUNDWATER DATA APEX CADENCE SUBDIVISION (ATLAS - 9/9/2024) yJV v y k F` GEOTECHNICAL INVESTIGATION APEX CADENCE SUBDIVISION 6575 South Locust Grove Road Meridian, ID PREPARED FOR: Daniel Frisby Brighton Development, Inc. 2929 Navigator Drive, Suite 400 Meridian, ID 83642 PREPARED BY: Atlas Technical Consultants, LLC 2791 South Victory View Way September 9, 2024 Boise, ID 83709 B241417g 2791 South Victory View Way Boise, ID 83709 (208)376-4748 1 oneatlas.com September 9, 2024 Atlas No. B241417g Daniel Frisby Brighton Development, Inc. 2929 Navigator Drive, Suite 400 Meridian, ID 83642 Subject: GeotechnicalInvestigation Apex Cadence Subdivision 6575 South Locust Grove Road Meridian, ID Dear Daniel Frisby: In compliance with your instructions, Atlas has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on August 21 and 22, 2024. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. Atlas would be pleased to continue our role as geotechnical engineers during project implementation. If you have any questions, please call us at (208) 376-4748. Respectfully submitted, Colby Meyer, GIT Clint Wyllie, PG Staff Geologist Senior Geologis �N Ns F 18300 9-9-2024 0 Jacob Schlado P -f F �oP� Geotechnical Pr ce orthwest B SCH� Distribution: Tyler Gardner and Zach Meyers, Brighton Development, Inc. (PDF Copy); Lachlin Kinsella, KM Engineering (PDF Copy). CONTENTS 1. INTRODUCTION................................................................................................................. 2 1.1 Project Description ..................................................................................................... 2 1.2 Scope of Investigation................................................................................................ 2 2. SITE DESCRIPTION........................................................................................................... 3 2.1 Regional Geology....................................................................................................... 3 2.2 General Site Characteristics....................................................................................... 3 3. SEISMIC SITE EVALUATION ............................................................................................ 4 3.1 Geoseismic Setting .................................................................................................... 4 3.2 Seismic Design Parameter Values............................................................................. 4 4. SOILS EXPLORATION....................................................................................................... 4 4.1 Exploration and Sampling Procedures........................................................................ 4 4.2 Laboratory Testing Program....................................................................................... 5 4.3 Soil and Sediment Profile........................................................................................... 5 4.4 Volatile Organic Scan................................................................................................. 6 5. SITE HYDROLOGY............................................................................................................ 6 5.1 Groundwater.............................................................................................................. 6 5.2 Soil Infiltration Rates .................................................................................................. 6 5.3 Infiltration Testing....................................................................................................... 7 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS.........................- 6.1 Foundation Loading Information................................................................................. 8 6.2 Foundation Design Recommendations....................................................................... 8 6.3 Relocated Irrigation Canal Recommendations............................................................ 9 6.4 Crawl Space Recommendations ................................................................................ 9 6.5 Floor, Patio, and Garage Slab-on-Grade.................................................................... 9 7. CONSTRUCTION CONSIDERATIONS .............................................................................10 7.1 Earthwork..................................................................................................................10 7.2 Grading .....................................................................................................................11 7.3 Dry Weather..............................................................................................................11 7.4 Wet Weather.............................................................................................................11 7.5 Soft Subgrade Soils...................................................................................................11 7.6 Frozen Subgrade Soils..............................................................................................12 7.7 Structural Fill .............................................................................................................12 7.8 Fill Placement and Compaction.................................................................................13 7.9 Backfill of Walls.........................................................................................................14 7.10 Excavations.............................................................................................................15 7.11 Groundwater Control...............................................................................................15 8. GENERAL COMMENTS....................................................................................................15 Atlas No. 13241417g Page I i Copyright©2024 Atlas Technical Consultants �1Mom I1 J� 9. REFERENCES ..................................................................................................................16 TABLES Table 1 — Seismic Design Values................................................................................................4 Table 2 — Typical Soil Profiles.....................................................................................................5 Table 3 — Groundwater Data.......................................................................................................6 Table 4 — Generalized Soil Infiltration Rates ...............................................................................7 Table 5 — Infiltration Test Results................................................................................................7 Table 6 — Soil Bearing Capacity..................................................................................................8 Table 7 — Fill Material Criteria ...................................................................................................12 Table 8 — Fill Placement and Compaction Requirements..........................................................13 APPENDICES Appendix I Warranty and Limiting Conditions Appendix II Vicinity Map Appendix III Site Map Appendix IV Geotechnical Investigation Test Pit Log Appendix V Geotechnical General Notes Appendix VI Important Information About This Geotechnical Engineering Report Atlas No. 13241417g Page I ii Copyright©2024 Atlas Technical Consultants 1. INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2018 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. 1.1 Project Description The proposed development is in the City of Meridian, Ada County, ID, and occupies a portion of the E'/2NE'/4 of Section 6, Township 2 North, Range 1 East, Boise Meridian. The site to be developed is approximately 66 acres. Site maps included in the Appendix show the project location. This project will consist of the development of a residential subdivision with associated streets. Retaining walls are not anticipated as part of the project. Drainage is expected to be directed to onsite infiltration facilities. Location of the infiltration facilities are unknown at this time. Atlas has not been informed of the proposed grading plan. 1.2 Scope of Investigation Our scope of work was completed in general accordance with our proposal dated July 2, 2024 and authorized on August 15, 2024. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Brighton Development, Inc. and Atlas. Atlas' scope of services included the following: Subsurface exploration via test pits. Infiltration testing for stormwater management planning. Field and laboratory testing of materials encountered and collected. Preparation of this report, which includes project description, site conditions, and our engineering analysis and evaluation for the project. Atlas No. 13241417g Page 12 Copyright©2024 Atlas Technical Consultants ter T T7- � 2. SITE DESCRIPTION 2.1 Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by"Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place, the terrace is mantled with loess 1.6-7 feet thick. 2.2 General Site Characteristics The following details regarding site conditions are based on visual observations and review of available geologic and topographic maps and imagery: • Current Site Conditions: The site is approximately 66 acres and consists primarily of agricultural land. A single-story residential structure with associated outbuildings is present in the northeastern portion of the site. The Rawson Canal is present along the west-central portion of the site. Unnamed irrigation canals are present along the northern property boundary and bisecting the southern portion of the site. The site is bounded to the north by Lake Hazel Road and to the east by Locust Grove Road. Agricultural land is present to the west and south of the site. • Historical Imagery: Atlas reviewed historical imagery of the site dating back to 1951. The site has consisted of an agricultural field since 1951. However, between 1982 and 1992 an irrigation canal was moved from the western portion of the site to the western boundary of the site. • Vegetation: Vegetation on the site consists primarily of native weeds and agricultural crop remnants. Landscape trees, shrubs, and grasses exist adjacent to the residence. • Topography: The site is relatively flat and level. • Drainage: Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any drainage from off-site sources. Atlas No. 13241417g Page 13 Copyright©2024 Atlas Technical Consultants 3. SEISMIC SITE EVALUATION 3.1 Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-16. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation revealed low hazard potential resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. 3.2 Seismic Design Parameter Value:; The ASCE 7-16 seismic design parameter values have been provided below. Table 1 — Seismic Design Values Seismic Design Parameter Design Value Site Class D "Default' Site Modified Peak Ground 0.194 Acceleration, PGAm Ss 0.283 (g) S1 0.103 (g) Fa 1.573 F" 2.393 Sms 0.446 Sm1 0.248 Sos 0.297 SD1 0.165 4. SOILS EXPLORATION 4.1 Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. A site map with test pit locations was provided to Atlas by Daniel Frisby of Brighton Development, Inc. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction. Samples obtained have been visually classified in the field, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. Atlas recommends that these logs not be used to estimate fill material quantities. Atlas No. B241417g Page 14 Copyright©2024 Atlas Technical Consultants 4.2 Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials. Laboratory tests were conducted in accordance with current specifications. The laboratory testing program for this report included: Atterberg Limits Testing —ASTM D4318 Grain Size Analysis —ASTM C117/C136 Resistance Value (R-value) and Expansion Pressure of Compacted Soils — Idaho T-8 As to date, the R-value test results have not been received and, therefore, have not been included within this report. Atlas will forward the results in the form of an addendum once the R-value test results have been received. 4.3 Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs. Table 2 —Typical Soil Profiles . Density Fill Materials' 0 to 7.5 Sandy Lean Clay Fill Stiff to Very Stiff Surficial Soils 0 to 3.5 Lean Clay Stiff to Hard Intermediate 20 Deeper Soils 1.0 to 15.5 Sandy Silt Stiff to Hard Deeper SoilSZ3 7.5 to 15.6 Poorly Graded Gravel with Silt and Sand Dense to Very Dense 'Fills were only encountered in test pit 21. 2Calcium carbonate cementation was noted within portions of this horizon. 3Basalt bedrock was encountered at depth in test pit 12. The sandy lean clay fill material encountered in test pit 21 appears to be backfill from the relocation of an irrigation ditch. Based on the review of historical imagery, this irrigation canal was relocated somewhere between 1981 and 1992. The assumed location of the relocated irrigation canal can be found in the Appendix. During excavation, test pit sidewalls were generally stable. However, moisture contents will affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Atlas No. B241417g Page 15 Copyright©2024 Atlas Technical Consultants ter T T7- � 4.4 Volatile Organic Scan Soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no apparent odors or discoloration typically associated with this type of contamination. No groundwater was encountered. 5. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. 5.1 Groundwater During this field investigation groundwater was not encountered in test pits advanced to a maximum depth of 15.6 feet bgs. Atlas has previously performed 5 geotechnical investigations within 0.15 mile of the project site. Information from these investigations has been provided in the table below. Table 3 - Groundwater Data Date Approximate Distance Direction from Site Groundwater Depth from Site (mile) (feet bg January 2021 0.07 West Not Encountered to 16.5 July 2022 0.01 East Not Encountered to 6.5 July 2021 0.12 East Not Encountered to 15.2 January 2021 0.01 Northeast Not Encountered to 14.4 January 2022 0.06 North Not Encountered to 15.2 Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately '/2-mile of the project site, groundwater was measured at depths ranging between 50 and 105 feet bgs. For construction purposes, groundwater depth can be assumed to remain greater than 20 feet bgs throughout the year. This depth can be confirmed through long-term groundwater monitoring. If desired, Atlas is available to perform this monitoring from piezometers installed in the test pit. 5.2 Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was tested in the field. For this report, an estimation of infiltration is also presented using generally recognized values. Typical infiltration rates comprising the generalized soil profile for this study have been provided in the table below. Atlas No. B241417g Page 16 Copyright©2024 Atlas Technical Consultants Table 4—Generalized Soil Infiltration Rates Typical Infiltrationj L Soil Type Rate (inches per hour) Basalt 0 to 6* Lean Clay <2 Sandy Silt 2 to 4** Poorly Graded Gravel with Silt and Sand 6 to 10** *Movement of water through the basalt may be more characteristic of fracture flow. **The presence of cementation may reduce infiltration rates to near zero. 5.3 Infiltration Testing Infiltration testing was conducted in general accordance with the Ada County Highway District (ACHD) Policy Manual. Test locations were presoaked prior to testing. Pre-soaking increases soil moistures, which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical component of infiltration by inhibiting horizontal seepage during testing. Testing was conducted on August 22, 2024. Details and results of testing are as follows: Table 5— Infiltration Test Results Test Test Depth Stabilized Infiltration Location (feet bgs) r Soil"Type Rate TP-1 6.0 Sandy Silt 2.00 TP-3 4.0 Sandy Silt 2.40 TP-6 12.5 Sandy Silt 2.50 TP-10 4.0 Sandy Silt 7.00 TP-13 5.0 Sandy Silt 1.16 TP-16 15.0 Sandy Silt 1.00 TP-19 4.8 Sandy Silt 2.50 TP-20 5.0 Sandy Silt 0.72 The stabilized infiltration rate must be reduced as outlined in the Ada County Highway District (ACHD) Policy Manual. The reason for the decreased infiltration rate is to account for long term saturation of the soils and the potential for less permeable soils to settle into the bottom of the infiltration facilities. Atlas recommends that all infiltration facilities be constructed in accordance with the local municipality requirements. Atlas No. B241417g Page 17 Copyright©2024 Atlas Technical Consultants 6. FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structures. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. 6.1 Foundation Loading Information Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Total settlement should be limited to approximately 1 inch and differential settlement should be limited to approximately '/2 inch, provided the following design and construction recommendations are observed. 6.2 Foundation Design Recommendations Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. The following recommendations are not specific to the individual structures, but rather should be viewed as guidelines for the subdivision-wide development. Based on data obtained from the site and test results from various laboratory tests performed, Atlas recommends the following guidelines for the net allowable soil bearing capacity: Table 6— Soil Bearing Capacity Footing Footings must bear on competent, undisturbed, native lean clay soils, sandy silt soils, or compacted granular structural fill. Existing plow zones, 1,5001bs/ft2 organics, and fill materials must be completely Not Required for Native removed from below foundation elements. An Soil A 1/3increase is allowable excavation depth of roughly 0.3 to 1.3 foot bgs if the alternative basic should be anticipated to expose proper bearing o load combinations of soils.2 Fill materials associated with a relocated 95/o for Granular Section 1605.3.2 of the irrigation ditch are anticipated through a portion of Structural Fill 2018 IBC are used in the site. Atlas recommends that the design. recommendations in the Relocated Irrigation Recommendations be followed. 'It will be required for Atlas personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place,the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered,over-excavation and replacement with granular structural fill and/or use of geotextiles may be required. Atlas No. 13241417g Page 18 Copyright©2024 Atlas Technical Consultants _ter T V7 . Footings should be proportioned to meet either the stated soil bearing capacity or the 2018 IBC minimum requirements. Foundation over-excavation must be replaced with granular structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over- excavation and backfilling with granular structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, Atlas recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 24 inches below finished grade. Foundations must be backfilled in accordance with the Backfill of Walls section. Based on the soil types encountered onsite and the character of the proposed construction, foundation drains are not needed. 6.3 Relocated Irrigation Canal Recommendations Uncontrolled fill materials were encountered to a depth of approximately 7.5 feet bgs. Based on a review of aerial photography, it appears that an irrigation canal was relocated. Atlas has provided a map delineating the approximate location of the relocated irrigation canal which can be found in the Appendix. Atlas recommends that the fill materials associated with the relocation irrigation canal be completely removed. Alternatively, Atlas can conduct an additional investigation to determine the scope and compaction of the fill materials and provide alternate remediation recommendations for the relocated irrigation canal. 6.4 Crawi Space Recommendations Crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Atlas recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. 6.5 Floor, Patio, and Garage Slat,-on-Grade Uncontrolled fill materials associated with a relocated irrigation canal are anticipated through a portion of the site. Atlas recommends that the recommendations within the Relocated Irrigation Recommendation section be followed. Plow zones were encountered in portions of the site. Atlas recommends that the organic materials be removed. If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Atlas personnel must be present during excavation to identify these materials. Atlas No. 13241417g Page 19 Copyright©2024 Atlas Technical Consultants �1Mom I1 J� Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with granular structural fill or suitable structural fill. Fill used to increase the elevation of the floor slab should consist of granular structural fill and suitable structural fill meeting the requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D 1557. A free-draining granular mat should be provided below slabs-on-grade to provide drainage and a uniform and stable bearing surface. This should be a minimum of 4 inches in thickness and compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. The mat must consist of aggregate base material as specified in the Structural Fill section. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should adhere to recommendations outlined in the ACI 302.1 R and ASTM E1745 publications. Upon request, Atlas can provide further consultation regarding installation. 7. CONSTRUCTION CONSIDERATIONS 7.1 Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of fill materials. Exact removal depths should be determined during grading operations by Atlas personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with fill materials as defined in the Structural Fill section. Atlas should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. Atlas No. B241417g PageJ10 Copyright©2024 Atlas Technical Consultants 7.2 Grading Positive grades must be maintained surrounding structures and pavements, including exterior slabs. The interface of plant bedding materials and underlying soils should be graded to provide drainage away from site elements. Otherwise, bedding materials may direct water to underlying fine-grained soils, which increases the potential for localized heave. Excessive watering of landscaping should be avoided. 7.3 Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native soils and fill materials at time of placement. This will require the addition of water to achieve near- optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. 7.4 Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 7.5 Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. Soft areas can be over-excavated and replaced with granular structural fill. Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. Atlas No. B241417g Page 111 Copyright©2024 Atlas Technical Consultants • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. Atlas is available to provide recommendations and guidelines at your request. 7.6 Frozen Subgrade Soils Prior to placement of fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as fill. The onsite shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of granular structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non-frost susceptible granular structural fill, can also be used to mitigate the potential for frost heave. Atlas is available to provide further guidance/assistance upon request. 7.7 Structural Fill The following table defines the types of fill material that is suitable for use on the project. Refer to the Fill Placement and Compaction section for recommended placement locations for each fill type listed below. Table 7 — Fill Material Criteria Fill Type Material Maximum Lift ISPWC Section 801 for 1-inch, 3-inch, or 6- Granular Structural Fill inch Uncrushed Aggregate and 12 inches ISPWC Section 802 Aggregate Base Aggregate Base ISPWC Section 802 for Type 1 Crushed 12 inches Aggregate Base Structural Subbase ISPWC Section 801 for 3-inch or 6-inch 12 inches Uncrushed Aggregate Suitable Structural Fill** Onsite/imported ML, SM, and GM soils that 6 inches are free of organics and debris *Initial loose thickness, prior to compaction. **Onsite CL soils are unsuitable for use as fill material. Atlas No. B241417g Page 112 Copyright©2024 Atlas Technical Consultants 7.8 Fill Placement and Compaction Requirements for fill material type and compaction effort are dependent on the planned use of the material. The following table specifies material type and compaction requirements based on the placement location of the fill material. Table 8— Fill Placement and Compaction Requirements om Fill Location rial Type MN&C..naction Foundations Granular Structural Fill 95% of ASTM D1557 Interior Slab-on-Grade Granular Structural Fill or 95% of ASTM D1557 Suitable Structural Fill Top 4 Inches of Interior and Exterior Aggregate Base Material 95% of ASTM D1557 Slab-on-Grade Below Flexible Pavement Subgrade Granular Structural Fill or 95% of ASTM D698 or and Exterior Flatwork Areas Suitable Structural Fill 92% of ASTM D1557 Foundation and Retaining Wall Granular Structural Fill or 95% of ASTM D1557 Backfill* Suitable Structural Fill Utility Trench Backfill Granular Structural Fill or Per ISPWC Section 306 Suitable Structural Fill *Retaining wall backfill material cannot exceed a maximum particle size of 4-inches. Prior to placement of fill materials, surfaces must be prepared as outlined in the Earthwork section. Fill material must be placed in horizontal lifts not exceeding 6-inches in thickness for fine-grained soils and 12-inches in thickness for granular structural fill, aggregate base material, and subbase material. All fill material must be moisture-conditioned to achieve optimum moisture content prior to compaction. During placement all fill materials must be monitored and tested to confirm compaction requirements have been achieved, as specified above, prior to placement of subsequent lifts. In addition, compacted surfaces must be in a firm and unyielding condition. Atlas personnel should be onsite to verify suitability of subgrade soil conditions, identify whether further work is necessary, and perform in-place moisture density testing. Sufficient density tests should be performed to properly monitor compaction. At a minimum, Atlas recommends one test per lift as follows: • Structures— 1 test every 5,000 square feet • Pavement and Exterior Flatwork Areas — 1 test every 10,000 square feet • Foundation and Retaining Wall Backfill — 1 test every 500 square feet • Utility Trench Backfill — 1 test every 100 linear feet Atlas No. 13241417g Pagej13 Copyright©2024 Atlas Technical Consultants �1Mom I1 J� Silty soils require very high moisture contents for compaction, require a long time to dry out if natural moisture contents are too high, and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, the exposed surface must be protected from degradation resulting from construction traffic or subsequent construction. It is anticipated that fine-grained soils will not be suitable for reuse during the wet season. Use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. If material contains more than 40 percent but less than 50 percent oversize (greater than 3/4-inch) particles, compaction of fill must be confirmed per ISPWC Section 202.3.8.C.3. Material should contain sufficient fines to fill void spaces and must not contain more than 50 percent oversize particles. 7.9 Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand-operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications in the Fill Placement and Compaction section, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Atlas recommends in these areas that the top 12 inches must consist of a low permeability (clay or silt) soil to limit surface water infiltration. Proper grading away from structures is critical. The surface must be graded away from the structure. In addition, Atlas recommends that roof drains carry stormwater at least 10 feet away from the structure. Atlas No. B241417g Page114 Copyright©2024 Atlas Technical Consultants 7.10 Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/2 feet horizontal to 1 foot vertical (1'/2:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. 7.11 Groundwater Control Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. 8. GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development, the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed development, consultation with Atlas must be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of fill materials must be verified by Atlas personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for fill and that proper placement and compaction techniques are utilized. Atlas No. 13241417g Page 115 Copyright©2024 Atlas Technical Consultants 9. REFERENCES Ada County Highway District(ACHD) (2017). Ada County Highway District Policy Manual. Garden City, ID: Author. American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1 R. Farmington Hills, MI: ACI. American Society of Civil Engineers (2021). ASCE 7 Hazards Tool: Web Interface. [Online] Available: <https://asce7hazardtool.online/> (2023). American Society of Civil Engineers (ASCE) (2017). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-16. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2017). Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2019). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2021). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2021). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2018). Standard Test Methods for Resistance Value (R-Value) and Expansion Pressure of Compacted Soils: ASTM D2844. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Practice for Classification of Soils for Engineering Purposes(Unified Soil Classification System):ASTM D2487.West Conshohocken, PA:ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2017). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. International Building Code Council (2018). International Building Code. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2020). Idaho Standards for Public Works Construction. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1993). Geologic Map of the Boise Valley and Adloining Area, Western Snake River Plain, Idaho. (scale 1:100,000). Boise, ID: Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration 2020 . CFR 29, Part 1926, Subpart P Appendix A: Safety and Health Regulations for Construction, Excavations. Washington D.C.: OSHA. U.S. Geological Survey. National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2024). Atlas No. B241417g Page 116 Copyright©2024 Atlas Technical Consultants �1Mom I1 J� APPENDIX I WARRANTY AND LIMITING CONDITIONS Atlas warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Atlas Technical Consultants ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client nor Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, Atlas should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and Atlas should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Atlas No. B241417g Page117 Copyright©2024 Atlas Technical Consultants �1Mom I1 J� Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to Atlas following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, Atlas can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. Atlas No. B241417g Page118 Copyright©2024 Atlas Technical Consultants M N CD L L cc O V N eo m C Of N O •y N > s .. OL a i (D 3 CO V UO N 3 p in G E o N 00 0 0 Z o W .o .o U �a E w Q W CL 00 4) � =3 �� Z J Q CL J L O O N N O] d �CIf4]1dQ�J � H V a b4 b }r cz �I L r R CL m m ID C~ q 4 E ID a N .1 J N N ® oo r M N O II m M 4 (10 0 V O fp N c v a O` d i c6cu N U UO n 3 n ti m a) c ca to N N d U N H 2i N c6 O ¢ N = J (L' V i c4 0 iv c E L U N m > to Z 'X m E � E m R o c N W LIJ o 2 S o o o d x cn '-�_a_ c 'c y o F "O 0 n 7 In n C n J L d � � cL36 r� cL36 � OZ W n0 X nca n _ . a� a`> z ¢ m W ¢ c) ¢ a N m Z LOCUST GROVE ROAD CL CL LU li) N d C N � d � N t, Q N d N d S CL I— ui J N Q4 / r I APPENDIX IV GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Latitude: 43.544558 Date Advanced: August 21, 2024 Longitude: -116.378879 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description and USCS Soil anM Sample =ample - . . . bgs) DE Lean Clay (CL): Brown, dry, very stiff to hard, 0.0-1.5 with fine-grained sand. 3.5-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. 1.5-15.0 --Intermittent moderate to strong calcium GS 1.5-2.0 4.5+ A carbonate cementation encountered throughout. --Trace basalt gravel and cobbles encountered from 14.0 to 15.0 feet bgs. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 6.0 feet bgs. Piezometer installed to a depth of 15.0 feet bgs. Lab Te7t MID rolsture (%) "L #4 L 1 IL #4o AL#10011 A" 1 8.8 1 NP NP 89 84 70 57 45.1 *Sieve results skewed due to cementation. Atlas No. B241417g Page 121 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Latitude: 43.544498 Date Advanced: August 21, 2024 Longitude: -116.376998 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.6 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Lean Clay(CL): Brown, slightly moist, very stiff 0.0-1.4 to hard, with fine-grained sand. 3.0-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. 1.4-15.0 --Strong calcium carbonate cementation 4 5+ encountered from 3.3 to 5.2 feet bgs. --Intermittent moderate calcium carbonate cementation encountered from 5.2 to 15.0 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 15.0-15.6 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.6 feet bgs. Atlas No. 13241417g Page 122 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Latitude: 43.543842 Date Advanced: August 21, 2024 Longitude: -116.377543 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 14.0 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, slightly moist, stiff to 0.0-3.1 very stiff, with fine-grained sand. 2.0-3.5 --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, very stiff to hard, with fine to medium-grained sand. --Weak to moderate calcium carbonate 3.1-14.0 cementation encountered from 4.5 to 14.0 feet bgs. --Intermittent basalt gravel, cobbles, and boulders encountered from 10.0 to 14.0 feet bgs. Notes: See Site Map for test pit location. Infiltration testing conducted at a depth of 4.0 feet bgs. Piezometer installed to a depth of 14.0 feet bgs. Atlas No. B241417g Page 123 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Latitude: 43.543808 Date Advanced: August 22, 2024 Longitude: -116.376199 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.5 feet bgs Depth Field Description Sample Depth . . .. Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.8 very stiff to hard, with fine-grained sand. 4.0-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. --Strong calcium carbonate cementation 2.8-15.5 encountered from 3.7 to 10.1 feet bgs. 4.0-4.5+ --Weak calcium carbonate cementation encountered from 10.1 to 15.5 feet bgs. --Trace fine gravel encountered from 14.0 to 15.5 feet bgs. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.5 feet bgs. Atlas No. 13241417g Page 124 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Latitude: 43.543845 Date Advanced: August 22, 2024 Longitude: -116.375184 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.4 feet bgs Depth Field Description Sample Depth . . bgs) est ID h_ 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.9 very stiff to hard, with fine-grained sand. --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. 1.9-14.4 -Very strong calcium carbonate cementation encountered from 4.6 to 6.0 feet bgs. --Moderate calcium carbonate cementation encountered from 6.0 to 14.4 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 14.4-15.4 GM): Light brown, dry to slightly moist, very dense, with fine to coarse-grained sand, fine to coarse gravel, and 4-inch minus cobbles. Notes: See Site Map for test pit location. Piezometer installed to a depth of 15.4 feet bgs. Atlas No. 13241417g Page 125 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Latitude: 43.542720 Date Advanced: August 21, 2024 Longitude: -116.377045 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 12.5 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, slightly moist, stiff to 0.0-2.8 hard, with fine-grained sand. 2.0-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. --Moderate to strong calcium carbonate 2.8-12.5 cementation encountered from 4.5 to 10.5 feet bgs. --Intermittent basalt cobbles encountered from 10.0 to 12.0 feet bgs. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 12.5 feet bgs. Piezometer installed to a depth of 12.5 feet bgs. Atlas No. B241417g Page 126 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Latitude: 43.542729 Date Advanced: August 22, 2024 Longitude: -116.375674 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.6 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.0 very stiff to hard, with fine-grained sand. 3.5-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to 2.0-12.2 hard, with fine to coarse-grained sand. 4.0-4.5+ --Strong calcium carbonate cementation encountered throughout. Poorly Graded Gravel with Silt and Sand (GP- 12.2-15.6 GM): Light brown, dry to slightly moist, very dense, with fine to coarse-grained sand, fine to coarse gravel, and 6-inch minus cobbles. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.6 feet bgs. Atlas No. 13241417g Page 127 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Latitude: 43.542141 Date Advanced: August 22, 2024 Longitude: -116.376082 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.1 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.4 very stiff, with fine-grained sand. GS 1.0-2.0 3.5-4.0 B --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to 2.4-12.7 hard, with fine to coarse-grained sand. 4.0-4.5+ --Strong calcium carbonate cementation encountered from 3.0 to 12.0 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 12.7-15.1 GM): Light brown, dry to slightly moist, very GS 13.0-14.0 C dense, with fine to coarse-grained sand, fine to coarse gravel, and 7-inch minus cobbles. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.1 feet bgs. Passing)Lab Test ID Moisture LL P1 Sieve Analysis (% 1 #40 #10011 B 25.0 49 26 100 99 99 98 96 90.1 C 6.3 NP NP 63 28 24 18 13 10.4 Atlas No. B241417g Page 128 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-9 Latitude: 43.542190 Date Advanced: August 21, 2024 Longitude: -116.374864 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 14.2 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.4 hard, with fine-grained sand. 4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. 1.4-7.5 --Weak to moderate calcium carbonate cementation encountered from 4.0 to 6.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 7.5-14.2 GM): Brown, slightly moist, dense to very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 14.2 feet bgs. Atlas No. B241417g Page 129 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-10 Latitude: 43.541635 Date Advanced: August 21, 2024 Longitude: -116.377286 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.5 feet bgs Depth Field Description - � - . . . bgs) est ID 7Qp IT Lean Clay (CL): Brown, slightly moist, stiff to 0.0-3.8 very stiff, with fine to coarse-grained sand. 2.0-3.5 --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. --Intermittent weak to moderate calcium carbonate cementation encountered from 3.8 3.8-15.5 to 7.0 feet bgs. --Strong calcium carbonate cementation encountered from 7.0 to 8.5 feet bgs. --Intermittent weak to moderate calcium carbonate cementation encountered from 8.5 to 15.5 feet bgs. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 4.0 feet bgs. Piezometer installed to a depth of 15.5 feet bgs. Atlas No. B241417g Page 130 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-11 Latitude: 43.541651 Date Advanced: August 21, 2024 Longitude: -116.375494 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.4 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.9 very stiff, with fine-grained sand. 3.0-3.5 --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to 1.9-13.2 hard, with fine to coarse-grained sand. 3.5-4.5+ --Very strong calcium carbonate cementation encountered from 4.0 to 13.2 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 13.2-15.4 GM): Light brown, dry to slightly moist, very dense, with fine to coarse-grained sand, fine to coarse gravel, and 7-inch minus cobbles. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.4 feet bgs. Atlas No. B241417g Page 131 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-12 Latitude: 43.540714 Date Advanced: August 22, 2024 Longitude: -116.378681 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 13.0 feet bgs Depth Field Description Sample Depth . . bgs) est ID h_ 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.8 very stiff to hard, with fine-grained sand. 3.5-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. --Moderate calcium carbonate cementation 1.8-13.0 encountered from 2.0 to 4.5 feet bgs. 3.0-4.5+ --Strong calcium carbonate cementation encountered from 4.5 to 7.6 feet bgs. --Excavator refusal at 13.0 on basalt bedrock. Notes:See Site Map for test pit location. Piezometer installed to a depth of 13.0 feet bgs. Atlas No. 13241417g Page 132 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-13 Latitude: 43.540667 Date Advanced: August 21, 2024 Longitude: -116.377690 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 14.7 feet bgs Depth Field Description Sample Depth 7Qp . . .. ITest ID 111— Lean Clay (CL): Brown, dry, stiff to hard, with fine to medium-grained sand. 0.0-2.1 2.0-4.5+ --Organic material encountered to 0.3 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. --Intermittent weak to moderate calcium carbonate cementation encountered from 2.1 2.1-11.5 to 9.0 feet bgs. --Strong calcium carbonate cementation encountered from 9.0 to 10.0 feet bgs. --Intermittent weak to moderate calcium carbonate cementation encountered from 10.0 to 11.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- GM): Brown, slightly moist, very dense, with 11.5-14.7 fine to coarse-grained sand, fine to coarse gravel, and 24-inch minus basalt boulders. --Weak calcium carbonate cementation encountered throughout. Notes: See Site Map for test pit location. Infiltration testing conducted at a depth of 5.0 feet bgs. Piezometer installed to a depth of 14.7 feet bgs. Atlas No. B241417g Page 133 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-14 Latitude: 43.540693 Date Advanced: August 22, 2024 Longitude: -116.376134 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.2 feet bgs Depth Field Description Sample Depth . . bgs) est ID h_ 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.4 very stiff to hard, with fine-grained sand. --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. -Very strong calcium carbonate cementation 1.4-14.8 encountered from 4.5 to 10.4 feet bgs. --Weak to moderate calcium carbonate cementation encountered from 10.4 to 14.8 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 14.8-15.2 GM): Light brown, dry to slightly moist, dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.2 feet bgs. Atlas No. 13241417g Page 134 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-15 Latitude: 43.540712 Date Advanced: August 21, 2024 Longitude: -116.375083 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.5 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.8 hard, with fine to medium-grained sand. 4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, very stiff to hard, with fine to 1.8-11.5 medium-grained sand. 3.0-4.5+ --Moderate to strong calcium carbonate cementation encountered from 5.8 to 11.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 11.5-15.5 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.5 feet bgs. Atlas No. B241417g Page 135 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-16 Latitude: 43.539829 Date Advanced: August 21, 2024 Longitude: -116.377570 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.0 very stiff to hard, with fine-grained sand. 3.0-4.5+ --Organic material encountered to 0.3 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- 1.0-15.0 grained sand. --Intermittent weak to moderate calcium carbonate cementation encountered throughout. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 15.0 feet bgs. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 136 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-17 Latitude: 43.539807 Date Advanced: August 22, 2024 Longitude: -116.375664 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 15.2 feet bgs Depth Field Description Sample Depth . . bgs) est ID h_ 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.7 very stiff to hard, with fine-grained sand. --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. --Weak calcium carbonate cementation 1.7-14.1 encountered from 2.0 to 6.0 feet bgs. 3.0-4.5+ --Intermittent strong calcium carbonate cementation encountered from 6.0 to 14.1 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 14.1-15.2 GM): Light brown, dry to slightly moist, dense, with fine to coarse-grained sand,fine to coarse gravel, and 4-inch minus cobbles. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.2 feet bgs. Atlas No. 13241417g Page 137 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-18 Latitude: 43.539234 Date Advanced: August 22, 2024 Longitude: -116.378748 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Sydney Shockley Total Depth: 13.0 feet bgs Depth Field Description - � - . . . bgs) est ID 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-1.8 hard, with fine-grained sand. 4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Light brown, dry, very stiff to hard, with fine to coarse-grained sand. --Moderate calcium carbonate cementation 1.8-13.0 encountered from 2.0 to 5.0 feet bgs. 4.0-4.5+ --Strong calcium carbonate cementation encountered from 5.0 to 13.0 feet bgs. --Refusal at 13.0 on very strong cementation. Notes:See Site Map for test pit location. Piezometer installed to a depth of 13.0 feet bgs. Atlas No. 13241417g Page 138 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-19 Latitude: 43.539252 Date Advanced: August 21, 2024 Longitude: -116.376815 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 13.5 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, dry to slightly moist, hard, with fine-grained sand. 0.0-2.0 4'5+ --Organic material encountered to 0.5 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. 2.0-13.5 --Weak to strong calcium carbonate cementation encountered throughout. --Refusal at 13.5 feet bgs on strong cementation. Notes:See Site Map for test pit location. Infiltration testing conducted at a depth of 4.8 feet bgs. Piezometer installed to a depth of 13.5 feet bgs. Atlas No. B241417g Page 139 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-20 Latitude: 43.539255 Date Advanced: August 21, 2024 Longitude: -116.374841 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description Sample Depth . . .. 111— Lean Clay(CL): Brown, slightly moist,very stiff 0.0-3.0 to hard, with fine to medium-grained sand. 4.0-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. 3.0-15.0 --Intermittent weak to moderate calcium carbonate cementation encountered from 4.8 to 13.5 feet bgs. Notes: See Site Map for test pit location. Infiltration testing conducted at a depth of 5.0 feet bgs. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 140 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-21 Latitude: 43.545184 Date Advanced: August 21, 2024 Longitude: -116.378656 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.5 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Sandy Lean Clay Fill (CL-FILL): Brown, 0.0-7.5 slightly moist, stiff to very stiff, with fine to 1.5-3.5 coarse-grained sand. --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. --Intermittent weak calcium carbonate cementation encountered from 7.5 to 8.5 feet 7.5-15.0 bgs. --Moderate calcium carbonate cementation encountered from 8.5 to 9.5 feet bgs. --Intermittent weak calcium carbonate cementation encountered from 9.5 to 15.0 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 15.0-15.5 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.5 feet bgs. Atlas No. 13241417g Page 141 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-22 Latitude: 43.545083 Date Advanced: August 21, 2024 Longitude: -116.377349 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description Sample Depth . . bgs) 7Qp ITest ID 111— Lean Clay (CL): Brown, slightly moist, stiff to 0.0-2.2 very stiff, with fine-grained sand. 1.5-2.0 --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, stiff to hard, with fine-grained sand. 2.2-14.0 --Weak to moderate calcium carbonate 2.0-4.5+ cementation encountered from 3.4 to 5.9 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 14.0-15.0 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 142 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-23 Latitude: 43.545113 Date Advanced: August 21, 2024 Longitude: -116.376536 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description Sample Depth . . bgs) Test ID Lean Clay (CL): Brown, slightly moist, stiff to 0.0-2.3 very stiff, with fine-grained sand. 2.0-2.5 --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, slightly moist, hard,with fine to medium-grained sand. --Intermittent weak calcium carbonate cementation encountered from 2.3 to 4.0 feet 2.3-12.5 bgs. --Strong calcium carbonate cementation encountered from 4.0 to 6.0 feet bgs. --Intermittent weak calcium carbonate cementation encountered from 6.0 to 12.5 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 12.5-15.0 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 143 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-24 Latitude: 43.546003 Date Advanced: August 21, 2024 Longitude: -116.378756 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description - � - . . . bgs) est ID Lean Clay (CL): Brown, dry, hard, 7Qp IT with fine- 0.0-1.4 grained sand. 4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. 1.4-12.5 --Weak calcium carbonate cementation 4.5+ encountered from 1.4 to 4.2 feet bgs. --Strong calcium carbonate cementation encountered from 4.2 to 5.8 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 12.5-15.0 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 144 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-25 Latitude: 43.546029 Date Advanced: August 21, 2024 Longitude: -116.377349 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.5 feet bgs Depth Field Description - � - . . . bgs) est ID 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.0 very stiff to hard, with fine-grained sand. 3.5-4.5+ --Plow zone encountered to 1.0 foot bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- 2.0-12.0 grained sand. 4.5+ --Moderate calcium carbonate cementation encountered from 4.4 to 6.4 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 12.0-15.5 GM): Brown, slightly moist, very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.5 feet bgs. Atlas No. B241417g Page 145 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-26 Latitude: 43.546044 Date Advanced: August 21, 2024 Longitude: -116.376480 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 15.0 feet bgs Depth Field Description - � - . . . bgs) est ID 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.0 hard, with fine-grained sand. 4.5+ --Plow zone encountered to 1.2 feet bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- 2.0-11.5 grained sand. 4.5+ --Strong calcium carbonate cementation encountered from 2.0 to 4.6 feet bgs. Poorly Graded Gravel with Silt and Sand (GP- 11.5-15.0 GM): Brown, slightly moist, dense to very dense, with fine to coarse-grained sand and fine to coarse gravel. Notes:See Site Map for test pit location. Piezometer installed to a depth of 15.0 feet bgs. Atlas No. B241417g Page 146 Copyright©2024 Atlas Technical Consultants GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-27 Latitude: 43.546030 Date Advanced: August 21, 2024 Longitude: -116.375159 Excavated by: Turn of the Century Homes Depth to Water Table: Not Encountered Logged by: Colby Meyer, GIT Total Depth: 9.5 feet bgs Depth Field Description - � - . . . bgs) est ID 7Qp IT Lean Clay (CL): Brown, dry to slightly moist, 0.0-2.0 very stiff to hard, with fine-grained sand. 3.5-4.5+ --Plow zone encountered to 1.3 feet bgs. Sandy Silt (ML): Brown to light brown, dry to slightly moist, hard, with fine to medium- grained sand. --Moderate to strong calcium carbonate 2.0-9.5 4'5+ cementation encountered from 2.7 to 9.5 feet bgs. --Refusal at 9.5 feet bgs on strong cementation. Notes:See Site Map for test pit location. Piezometer installed to a depth of 9.5 feet bgs. Atlas No. B241417g Page 147 Copyright©2024 Atlas Technical Consultants APPENDIX V GEOTECHNICAL GENERAL NOTES Unified Soil Classification System Major Divisions Symbol Soil Descriptions Gravel & GW Well-graded ravels; ravel/sand mixtures with little or no fines Coarse- Gravelly Soils GP Poorly-graded ravels; ravel/sand mixtures with little or no fines Grained < 50% GM Silty gravels; poorly-graded ravel/sand/silt mixtures Soils < coarse GC Clayey gravels; poorly-graded gravel/sand/clay mixtures 50% Sand & Sandy SW Well-graded sands; gravelly sands with little or no fines passes Soils > 50% SP Poorly-graded sands; gravelly sands with little or no fines No.200 coarse SM Silty sands; poorly-graded sand/gravel/silt mixtures sieve fraction Sc Clayey sands; poorly-graded sand/gravel/clay mixtures Fine- ML Inorganic silts; sandy, gravelly or clayey silts Grained Silts & Clays CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium- Soils > LL < 50 lasticit cla s 50% OL Organic, low-plasticity clays and silts passes MH Inorganic, elastic silts; sandy, gravellyor clayey elastic silts No.200 Silts & Clays CH Fat clays; high-plasticity, inorganic clays sieve LL> 50 OH Organic, medium to high-plasticity clays and silts Highly Organic Soils PT Peat, humus, h dric soils with high organic content LRelative Density and Consistency Moisture Content and Cementation Coarse-Grained Soils SPT Blow Counts N Description Field Test Very Loose: < 4 Dry Absence of moisture, dry to touch Loose: 4-10 Slightly Moist Damp, but no visible moisture Medium Dense: 10-30 Moist Visible moisture Dense: 30-50 Wet Visible free water Very Dense: > 50 Saturated Soil is usually below water table Fine-Grained Soils SPT Blow Counts N Description Field Test Very Soft: < 2 Weak Crumbles or breaks with handling or Soft: 2-4 slight finger pressure Medium Stiff: 4-8 Moderate Crumbles or breaks with Stiff: 8-15 considerable finger pressure Very Stiff: 15-30 Strong Will not crumble or break with finger Hard: > 30 pressure Particle Size Acronym List Boulders: > 12 in. GS grab sample Cobbles: 12 to 3 in. LL Liquid Limit Gravel: 3 in. to 5 mm M moisture content Coarse-Grained Sand: 5 to 0.6 mm NIP non-plastic Medium-Grained Sand: 0.6 to 0.2 mm PI Plasticity Index Fine-Grained Sand: 0.2 to 0.075 mm QP penetrometer value, unconfined compressive Silts: 0.075 to 0.005 mm strength, tsf Clays: < 0.005 mm V vane value, ultimate shearing strength, tsf Atlas No. B241417g Page 148 Copyright©2024 Atlas Technical Consultants hapoplant Infopmation ahoul ■ GeolechnicalmEnglueeping SubWhile . . . . . . . . . . . . . .cost overruns, claims, and help. The Geoprofessional Business Association (GBA) will not likely meet the needs of a civil-works constructor or even a has prepared this advisory to help you—assumedly different civil engineer.Because each geotechnical-engineering study a client representative—interpret and apply this is unique,each geotechnical-engineering report is unique,prepared geotechnical-engineering report as effectively as Solely for the client. possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface Likewise,geotechnical-engineering services are performed for a specific project and purpose.For example,it is unlikely that a geotechnical- conditions at project sites and development of engineering study for a refrigerated warehouse will be the same as them that, for decades, have been a principal cause one prepared for a parking garage;and a few borings drilled during of construction delays, cost overruns, claims, a preliminary study to evaluate site feasibility will not be adequate to and disputes. If you have questions or want more develop geotechnical design recommendations for the project. information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Do not rely on this report if your geotechnical engineer prepared it: Active engagement in GBA exposes geotechnical for a different client; engineers to a wide array of risk-confrontation for a different project or purpose; techniques that can be of genuine benefit for for a different site(that may or may not include all or a portion of everyone involved with a construction project. the original site);or before important events occurred at the site or adjacent to it; e.g.,man-made events like construction or environmental Understand the Geotechnical-Engineering Services remediation,or natural events like floods,droughts,earthquakes, Provided for this Report or groundwater fluctuations. Geotechnical-engineering services typically include the planning, collection,interpretation,and analysis of exploratory data from Note,too,the reliability of a geotechnical-engineering report can widely spaced borings and/or test pits.Field data are combined be affected by the passage of time,because of factors like changed with results from laboratory tests of soil and rock samples obtained subsurface conditions;new or modified codes,standards,or from field exploration(if applicable),observations made during site regulations;or new techniques or tools.If you are the least bit uncertain reconnaissance,and historical information to form one or more models about the continued reliability of this report,contact your geotechnical of the expected subsurface conditions beneath the site.Local geology engineer before applying the recommendations in it.A minor amount and alterations of the site surface and subsurface by previous and of additional testing or analysis after the passage of time-if any is proposed construction are also important considerations.Geotechnical required at all-could prevent major problems. engineers apply their engineering training,experience,and judgment to adapt the requirements of the prospective project to the subsurface Read this Report in Full model(s). Estimates are made of the subsurface conditions that Costly problems have occurred because those relying on a geotechnical- will likely be exposed during construction as well as the expected engineering report did not read the report in its entirety.Do not rely on performance of foundations and other structures being planned and/or an executive summary.Do not read selective elements only.Read and affected by construction activities. refer to the report in full. The culmination of these geotechnical-engineering services is typically a You Need to Inform Your Geotechnical Engineer geotechnical-engineering report providing the data obtained,a discussion About Change of the subsurface model(s),the engineering and geologic engineering Your geotechnical engineer considered unique,project-specific factors assessments and analyses made,and the recommendations developed when developing the scope of study behind this report and developing to satisfy the given requirements of the project.These reports may be the confirmation-dependent recommendations the report conveys. titled investigations,explorations,studies,assessments,or evaluations. Typical changes that could erode the reliability of this report include Regardless of the title used,the geotechnical-engineering report is an those that affect: engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination,systematic • the site's size shape; c inquiry,or thorough investigation of all site and subsurface conditions. the elevation,configuration,location,orientation, function or weight of the proposed structure and Geotechnical-Engineering Services are Performed the desired performance criteria; for Specific Purposes, Persons, and Projects, • the composition of the design team;or and At Specific Times • project ownership. Geotechnical engineers structure their services to meet the specific As a general rule,always inform your geotechnical engineer of project needs,goals,and risk management preferences of their clients.A or site changes-even minor ones-and request an assessment of their geotechnical-engineering study conducted for a given civil engineer impact.The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical conspicuously that you've included the material for information purposes engineer was not informed about developments the engineer otherwise only.To avoid misunderstanding,you may also want to note that would have considered. "informational purposes"means constructors have no right to rely on the interpretations,opinions,conclusions,or recommendations in the Most of the"Findings" Related in This Report report.Be certain that constructors know they may learn about specific Are Professional Opinions project requirements,including options selected from the report,only Before construction begins,geotechnical engineers explore a site's from the design drawings and specifications.Remind constructors subsurface using various sampling and testing procedures.Geotechnical that they may perform their own studies if they want to,and be sure to engineers can observe actual subsurface conditions only at those specific allow enough time to permit them to do so.Only then might you be in locations where sampling and testing is performed.The data derived from a position to give constructors the information available to you,while that sampling and testing were reviewed by your geotechnical engineer, requiring them to at least share some of the financial responsibilities who then applied professional judgement to form opinions about stemming from unanticipated conditions.Conducting prebid and subsurface conditions throughout the site.Actual sitewide-subsurface preconstruction conferences can also be valuable in this respect. conditions may differ-maybe significantly-from those indicated in this report.Confront that risk by retaining your geotechnical engineer Read Responsibility Provisions Closely to serve on the design team through project completion to obtain Some client representatives,design professionals,and constructors do informed guidance quickly,whenever needed. not realize that geotechnical engineering is far less exact than other engineering disciplines.This happens in part because soil and rock on This Report's Recommendations Are project sites are typically heterogeneous and not manufactured materials Confirmation-Dependent with well-defined engineering properties like steel and concrete.That The recommendations included in this report-including any options or lack of understanding has nurtured unrealistic expectations that have alternatives-are confirmation-dependent.In other words,they are not resulted in disappointments,delays,cost overruns,claims,and disputes. final,because the geotechnical engineer who developed them relied heavily To confront that risk,geotechnical engineers commonly include on judgement and opinion to do so.Your geotechnical engineer can finalize explanatory provisions in their reports.Sometimes labeled"limitations; the recommendations only after observing actual subsurface conditions many of these provisions indicate where geotechnical engineers' exposed during construction.If through observation your geotechnical responsibilities begin and end,to help others recognize their own engineer confirms that the conditions assumed to exist actually do exist, responsibilities and risks.Read these provisions closely.Ask questions. the recommendations can be relied upon,assuming no other changes have Your geotechnical engineer should respond fully and frankly. occurred.The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations ifyou Geoenvironmental Concerns Are Not Covered fail to retain that engineer to perform construction observation. The personnel,equipment,and techniques used to perform an environmental study-e.g.,a"phase-one"or"phase-two"environmental This Report Could Be Misinterpreted site assessment-differ significantly from those used to perform a Other design professionals'misinterpretation of geotechnical- geotechnical-engineering study.For that reason,a geotechnical-engineering engineering reports has resulted in costly problems.Confront that risk report does not usually provide environmental findings,conclusions,or by having your geotechnical engineer serve as a continuing member of recommendations;e.g.,about the likelihood of encountering underground the design team,to: storage tanks or regulated contaminants.Unanticipated subsurface confer with other design-team members; environmental problems have led to project failures.If you have not help develop specifications; obtained your own environmental information about the project site, review pertinent elements of other design professionals'plans and ask your geotechnical consultant for a recommendation on how to find specifications;and environmental risk-management guidance. be available whenever geotechnical-engineering guidance is needed. Obtain Professional Assistance to Deal with You should also confront the risk of constructors misinterpreting this Moisture Infiltration and Mold report.Do so by retaining your geotechnical engineer to participate in While your geotechnical engineer may have addressed groundwater, prebid and preconstruction conferences and to perform construction- water infiltration,or similar issues in this report,the engineer's phase observations. services were not designed,conducted,or intended to prevent migration of moisture-including water vapor-from the soil Give Constructors a Complete Report and Guidance through building slabs and walls and into the building interior,where Some owners and design professionals mistakenly believe they can shift it can cause mold growth and material-performance deficiencies. unanticipated-subsurface-conditions liability to constructors by limiting Accordingly,proper implementation of the geotechnical engineer's the information they provide for bid preparation.To help prevent recommendations will not of itself be sufficient to prevent the costly,contentious problems this practice has caused,include the moisture infiltration.Confront the risk of moisture infiltration by complete geotechnical-engineering report,along with any attachments including building-envelope or mold specialists on the design team. or appendices,with your contract documents,but be certain to note Geotechnical engineers are not building-envelope or mold specialists. Iff:VA GEOPROFESSIONAL AFM BUSINESS - ASSOCIATION Telephone:301/565-2733 e-mail:info@geoprofessional.org www.geoprofessional.org Copyright 2019 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm,individual,or other entity that so uses this document without being a GBA member could be committing negligent or intentional(fraudulent)misrepresentation. October 1, 2024 Atlas No. B241417g Daniel Frisby Brighton Development, Inc. 2929 Navigator Drive, Suite 400 Meridian, ID 83642 Subject: Addendum #1 — Pavement Recommendations Apex Cadence Subdivision 6575 South Locust Grove Road Meridian, ID Dear Daniel Frisby: This addendum report presents test results unavailable at the time of the previously issued Atlas Geotechnical Engineering Report (B241417g). Descriptions of general site characteristics and the proposed project are available in the previous report. Unless otherwise noted in this addendum, all initial recommendations, limitations, and warranties expressed in the previous report must be adhered to. RECOMMENDED PAVEMENT SECTIONS Pavement Design Parameters As required by Ada County Highway District (ACHD), Atlas has used traffic indexes of 6 for residential roadways and 8 for collector streets to determine the necessary pavement cross- sections for the site. Atlas collected a sample of near-surface soils for Resistance Value (R-value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of sandy silt collected from test pit 1, yielded a R-value of 24. The R-value was converted to a CBR value of 10 for the rigid pavement design calculations. Results of the test are graphically depicted in the Appendix. Atlas recommends a routine maintenance program that includes crack sealing on a regular basis and possible seal coating to extend the life span of the pavement section. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section of the original report. Atlas No. B241417g Page11 Copyright©2024 Atlas Technical Consultants �l�7TZ� Flexible Pavement Sections The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. Atlas recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC. Construction of the pavement section should be in accordance with these specifications. Table 1 —Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component Residential Roadways Collector Streets L T1= 6 JAL T1=8 Asphaltic Concrete 2.5 Inches 3 Inches Aggregate Base 4.0 Inches 6.0 Inches Structural Subbase 10.0 Inches 12.0 Inches Compacted Subgrade' See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. • Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC Section 810. Materials shall be placed in accordance with ISPWC. • Aggregate Base: Material complying with ISPWC for Type 1 Crushed Aggregate Materials. • Structural Subbase: Material complying with ISPWC Section 801 for 3-inch or 6-inch Uncrushed Aggregate Materials. The maximum material diameter cannot exceed 2/3 the component thickness. Rigid Pavement Sections The AASHTO pavement design method was used to develop the following rigid concrete pavement sections. This design method assumes the use of dowels at transverse joints. Concrete pavement shall be batched and constructed in accordance with the most current American Concrete Institute Standards and in accordance with ISPWC Standard Drawings SD- 714, SD-714A, and SD-714B. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or under-drains. Table 2 —AASHTO Rigid Pavement Specifications ComponentPavement Section Portland Cement Concrete 5.0 Inches Aggregate Base 6.0 Inches Structural Subbase Not Required Compacted Subgrade o12.0 Inches to 95/o of ASTM D 1557 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. Atlas No. B241417g Page12 Copyright©2024 Atlas Technical Consultants �l�7TZ� • Portland Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally complying with ISPWC requirement for Portland Cement Concrete per Section 705. • Aggregate Base: Material complying with ISPWC Standards for Type 1 Crushed Aggregate Materials. • Structural Subbase: Material complying with ISPWC Section 801 for 3-inch or 6-inch Uncrushed Aggregate Materials. The maximum material diameter cannot exceed 2/3 the component thickness. Pavement Subgrade Preparation Uncontrolled fill materials associated with a relocated irrigation canal are anticipated through a portion of the site. Atlas recommends that the recommendations within the Relocated Irrigation Recommendation section of the original report be followed. Plow zones were encountered in portions of the site. Atlas recommends that the organic materials be removed. If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Atlas personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. Verification of subgrade competence by Atlas personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. Atlas anticipated that pavement areas will be subjected to moderate traffic. Subgrade clayey and silty soils near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with granular structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Atlas No. B241417g Page13 Copyright©2024 Atlas Technical Consultants it T I If you have any questions, please call us at (208) 376-4748. AL FN� Respectfully submitted, Q�o�c ��CENSFo 18300 10-02-202� Sydney Shockley Jacob Schlad0 B 9TF OF Staff Geologist Geotechnical Pr a Northwest Atlas No. B241417g Page14 Copyright©2024 Atlas Technical Consultants APEX CADENCE SUBDIVISION ADDENDUM #1 - PAVEMENT RECOMMENDATIONS (ATLAS - 10/1/2024) October 1, 2024 Atlas No. B241417g Daniel Frisby Brighton Development, Inc. 2929 Navigator Drive, Suite 400 Meridian, ID 83642 Subject: Addendum #1 — Pavement Recommendations Apex Cadence Subdivision 6575 South Locust Grove Road Meridian, ID Dear Daniel Frisby: This addendum report presents test results unavailable at the time of the previously issued Atlas Geotechnical Engineering Report (B241417g). Descriptions of general site characteristics and the proposed project are available in the previous report. Unless otherwise noted in this addendum, all initial recommendations, limitations, and warranties expressed in the previous report must be adhered to. RECOMMENDED PAVEMENT SECTIONS Pavement Design Parameters As required by Ada County Highway District (ACHD), Atlas has used traffic indexes of 6 for residential roadways and 8 for collector streets to determine the necessary pavement cross- sections for the site. Atlas collected a sample of near-surface soils for Resistance Value (R-value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of sandy silt collected from test pit 1, yielded a R-value of 24. The R-value was converted to a CBR value of 10 for the rigid pavement design calculations. Results of the test are graphically depicted in the Appendix. Atlas recommends a routine maintenance program that includes crack sealing on a regular basis and possible seal coating to extend the life span of the pavement section. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section of the original report. Atlas No. B241417g Page11 Copyright©2024 Atlas Technical Consultants Flexible Pavement Sections The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. Atlas recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC. Construction of the pavement section should be in accordance with these specifications. Table 1 — Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component Residential Roadways Collector Streets Asphaltic Concrete 2.5 Inches 3 Inches Aggregate Base 4.0 Inches 6.0 Inches Structural Subbase 10.0 Inches 12.0 Inches Compacted Subgrade' See Pavement Subgrade See Pavement Subgrade Preparation Section Preparation Section 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. • Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC Section 810. Materials shall be placed in accordance with ISPWC. • Aggregate Base: Material complying with ISPWC for Type 1 Crushed Aggregate Materials. • Structural Subbase: Material complying with ISPWC Section 801 for 3-inch or 6-inch Uncrushed Aggregate Materials. The maximum material diameter cannot exceed 2/3 the component thickness. Rigid Pavement Sections The AASHTO pavement design method was used to develop the following rigid concrete pavement sections. This design method assumes the use of dowels at transverse joints. Concrete pavement shall be batched and constructed in accordance with the most current American Concrete Institute Standards and in accordance with ISPWC Standard Drawings SD- 714, SD-714A, and SD-714B. Native subgrade soils on the site are frost susceptible, and therefore, require joint sealers or under-drains. Table 2 —AASHTO Rigid Pavement Specifications ComponentPavement Section Portland Cement Concrete 5.0 Inches Aggregate Base 6.0 Inches Structural Subbase Not Required Compacted Subgrade o12.0 Inches to 95/o of ASTM D 1557 'It will be required for Atlas personnel to verify subgrade competency at the time of construction. Atlas No. B241417g Page12 Copyright©2024 Atlas Technical Consultants Mrs I • Portland Cement Concrete: 4,000 psi concrete with a modulus of rupture greater than 650 psi generally complying with ISPWC requirement for Portland Cement Concrete per Section 705. • Aggregate Base: Material complying with ISPWC Standards for Type 1 Crushed Aggregate Materials. • Structural Subbase: Material complying with ISPWC Section 801 for 3-inch or 6-inch Uncrushed Aggregate Materials. The maximum material diameter cannot exceed 2/3 the component thickness. Pavement Subgrade Preparation Uncontrolled fill materials associated with a relocated irrigation canal are anticipated through a portion of the site. Atlas recommends that the recommendations within the Relocated Irrigation Recommendation section of the original report be followed. Plow zones were encountered in portions of the site. Atlas recommends that the organic materials be removed. If plow zones remain after organic materials have been removed, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Atlas personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. Verification of subgrade competence by Atlas personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. Atlas anticipated that pavement areas will be subjected to moderate traffic. Subgrade clayey and silty soils near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with granular structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Atlas No. B241417g Page13 Copyright©2024 Atlas Technical Consultants If you have any questions, please call us at (208) 376-4748. �SCA AL FNG Respectfully submitted, ENSF'0 18300 s 10-02-20 2� Sydney Shockley Jacob Schlado E rF of Staff Geologist Geotechnical Pra Northwest Atlas No. B241417g Page14 Copyright©2024 Atlas Technical Consultants GROUND WATER MONITORING REPORT - PINNACLE CADENCE (SYMAN, 9/11/2025) SYMAN Ground Water Monitoring Report For Project: Pinnacle Cadence 6575 S. Locust Grove Rd., Ada County, Idaho 83642 Prepared by: Syman, Inc. Contact: Preston Christensen 2101 Delta Dr. Nampa, Idaho 83687 Office: (208) 287-8420 Email: P.Christensen@SymanCompany.com Signature: B.S. Biology SYMAN, LLC 2101 Delta Drive Nampa, Idaho 83687 208-287-8420 Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. ZT September 11, 2025 Syman File No. 241734 Brighton Corporation 2929 W. Navigator Dr., Ste. 400 Boise, ID 83642 Attention: Daniel Frisby Subject: Groundwater Monitoring Report RE: Pinnacle Cadence 6575 S. Locust Grove Rd. Meridian, Idaho 83642 1. Introduction This report presents the results of groundwater monitoring at the Pinnacle Cadence project site, located at the intersection of 6575 S. Locust Grove Rd. from the dates of December 20, 2024 to August 28,2025. The purpose of this monitoring effort is to assess groundwater levels to inform engineering design for a new residential subdivision. Ground elevations were pulled from Google Earth imagery as an estimate. Monitoring was conducted at multiple observation wells positioned across the project site. It is recommended that surface elevations be verified with methods that meet the accuracy requirements of the designer and revised prior to engineering design. 2. Site Overview The Pinnacle Cadence site encompasses approximately 68 acres. Groundwater data was collected from the following wells: Well Number Latitude Longitude Ground Elevation (ft) �TP-1 �43.544558 �-1 16.378879 2731 TP-2 43.544498 -116.376998 �2733 TP-3 F43.543842 -116.377543 F2733 �TP-4 �43.543808 �-1 16.376199 �2734 -=�TP-5 43.543845 -116.375184 2734 SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 2 SYMAN TP-6 43.54272 -116.377045 2734 kP-7 43.542729 -116.375764 �2734 �TP-8 43.542141 -116.370608 12734 TP-9 43.54219 -116.374864 F734 kP-10 F43.541635 -116.378476 �2734 �TP-1 1 F43.541651 4116.375494 2735 TP-12 F43.540714 11-116.378061 2736 kP-13 F43.540667 �-l16.37769 2736 �TP-14 F43.540693 11-116.376134 2734 �TP-15 43.540712 -116.375083 F2735 �TP-16 F43.539829 �-l16.37757 2736 �TP-17 F43.539807 4116.375664 2734 �TP-18 43.539234 -116.378748 F2737 �TP-19 F43.539252 �-l16.376815 2736 �TP-20 43.539255 -116.374841 2735 �TP-21 43.545184 -116.378656 2732 �TP-22 43.545083 -116.377349 2733 TP-23 43.545113 -116.376536 2734 �TP-24 43.546003 -116.378756 F731 �TP-25 43.546029 -116.377349 F733 TP-26 43.546044 -116.37648 F734 �TP-27 ==k3.54603 =11 16.3751 2735 3. Groundwater Data Summary The table below summarizes groundwater elevations observed at each well during the monitoring period (all values in feet): SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 3 ZT Date TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-8 TP-9 TP-10 k2/20/2024 2715.9 2718.1 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 k/16/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 2/13/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 k/13/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 k/10/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 5/8/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 �7/1/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 k/31/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 8/28/2025 2715.9 2717.85 2719.45 2718.25 2718.35 2722.15 2718.2 2718.1 2720 2718.25 Date TP-11 TP-12 TP-13 TP-14 TP-15 TP-16 TP-17 TP-18 TP-19 TP-20 k2/20/2024 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 1/16/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 �2/13/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 k/13/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 k/10/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 5/8/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 �7/1/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 k/31/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 8/28/2025 2719.05 2727.75 2722.25 2717.95 2719.95 2721.65 2718.3 2724.5 2724.3 2720.05 Date TP-21 TP-22 TP-23 TP-24 TP-25 TP-26 TP-27 TP-21 �� k2/20/2024 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� 1/16/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� �2/13/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� 3/13/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� 4/10/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� k/8/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� 17/1/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 4 SYMAN 7/31/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� �8/28/2025 2715.65 2718.35 2719.3 2715.85 2717.05 2718.25 2726.45 2715.65 �� 4. Observations and Analysis Groundwater elevations across all wells show consistent measurements with little to no observed groundwater within the wells. The following observations are noted: • Wells with No Observed Groundwater: No groundwater was observed in wells TP-1 and TP-3 through TP-27 throughout the monitoring period. • Wells with small observed change: TP-2 showed a slight change from 2718.10 ft on 12/20/2024 to 2717.85 ft on subsequent visits (a total change of 0.25 ft). This is the largest observed change through the measuring period. SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 5 SYMAN 5. Data Tables TP-1 i r 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - 2732 2732 - - - - - - - - - - - - - - - - - - - - - - - c c 2727 TP-1 2727 TP 2 v v w w 2722 2722 2717 2717 0 • • 2712 2712 o\ti .\T ti�ti�\T 3�ti�\� o�Z\,T h\Ib �\ti\ti ��''I,\ ���(b\T ��\�o\ti ti�tiI.\T ti�ti�\� ��ti�\T o�ti�\� �\%\T �\\T ���,\T �b\v�\� TP-3 TP-4 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2732 2732 c c 2727 TP-3 2727 TP-4 > > v v w w 2722 2722 2717 2717 2712 2712 o\T tip; �'\T "5�-" °\-; h��'\T -\�,y \\,5 "\N\T ,tip'\T titi\T IIV ti)ti�'\" ''�ti�'\T °\tip\ti h\��ti \\", \\,5 b\,v SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 6 SYMAN TP-5 T 2737 2737 2732 2732 c c 2727 TP-5 2727 TP-6 > > v a� w w 2722 2722 2717 2717 2712 2712 CIP QP 61h CIP O�h (St, (SP O�� O�� (St, y\y��ti �\� �\� �\yo�ti h\4T �\ti�ti ti�ti %\�(b\ti 6'v y\y4T 115\, 115\T �\y ti �\q,\T \T %\T TP-7 TP-8 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - 2732 2732 c � 2727 TP 7 ° 2727 TP-8 > > v v w w 2722 2722 2717 2717 2712 2712 y�\ O�h o\ti tip; ti�ti�\T 3�-y t.� T h\��ti �\�\� ���y\� %�", y�\T tiff-; ti�yb\T 3�ti�\T o�ti�\� h\%�ti '\\,'\T \\b ,\'V SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 7 SYMAN TP-9 2737 2737 - - - - - - - - - - - - - - - - 2732 2732 c c 0 2727 g 2727 � TP-9 t TP-10 > > a� v w w 2722 2722 2717 2717 2712 2712 y�\moo\ti ti\ti4\� ti\tip\� 3\tip\� o\tip\� `���\T �\ti\ti ��''11\� ��lb\� y�\moo\ti ti\ti4T ti\ti�\, 3\tip\T o\tip\� `��(b\T �\ti\T ���"\� b\T�,�v TP-11 TP-12 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2732 2732 c c 2727 TP 11 ° 2727 D M > > a� v w w 2722 2722 TP-12 2717 2717 2712 2712 QIP (SP CO, QTI O�h O�� Ql� O�h 411 41 4, 4, y�\To�ti y\y��ti ti� ''\yeti \�o�ti �\�ti�ti �\���ti y�\To\ti �\y��ti �\y �\v ��ti �\y��ti �\yo�ti h\��ti \ti�ti �\�ti�ti �\T SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 8 SYMAN TP-13 TP-14 2737 2737 - - - - - - - - - - - - - - - - 2732 2732 c c 2727 TP 13 2727 TP-14 > > v v w w 2722 0 0 0 0 0 0 0 2722 2717 2717 2712 2712 O9 O�� O�� O�h CIP O�� O�h CIP QIP QTI O�h �\T �\T �\T \tip\T h\%\ti -\\tiY \\,5 .\,v y�\T tip-; ,\tip\� 3�ti�\T �\� h\b\ti \ti\ti �\T "\T TP-15 TP-16 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - 2732 2732 � c 2727 TP 15 2727 TP-16 > > v v w w 2722 2722 2717 — 2717 2712 2712 &T ti�ti�\� tidy ��-Y °Xti�\� ,\�'\T -N\y\T \�"5 ����'\T titi�T ti�ti�\T ti�ti'\T ''�ti�\T °\tip\ti h\�\ti '\\, �\�ti�ti �\'V SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 9 SYMAN TP-17 2737 2737 2732 2732 c c 2727 TP 17 ° 2727 t TP-18 > > v v w w 2722 2722 2717 2717 2712 2712 O�� O�h O�� O�� O�h O�� O�� O�h & �\T �\T �\T �\� h\%\ti �\�\T y\T �\T o\ti �\T �\T 3\" �\� h\b\ti -\\ti\ti \T \T TP-19 TP-20 2740 2738 2737 - - - - - - - - - - - - - - - - - - - - - - 2736 - - - - - - - - - - - - - - - - - - - - - - 2732 2734 � c o 2732 0 2727 t TP-19 t TP-20 v 2730 w w 2728 2722 2726 2717 2724 2722 2712 (9 (St, O�� (SP (SP O�� 6P (SP OP 6T til.\T b\T -15\T 6T h\%\T \y\T ''y\T (b\'� � l.\T lb\T '\T p\ti \4ti \ti\ti ti\ti (b\ti SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 10 ZT TP-21 TP-22 2737 2737 - - - - - - - - - - - - - - - - - - - - - - - 2732 - - - - - - - - - - - - - - - - - - - - - - - 2732 c c 2727 ° 2727 t TP 21 TP-22 > > v v w w 2722 2722 2717 2717 2712 2712 O�� TP-23 TP-24 2737 2737 - - - - - - - - - - - - - - - - - - - - - - • 2732 2732 - - - - - - - - - - - - - - - - - - - - - - - � c 2727 TP 23 ° 2727 TP-24 > > v v w w 2722 2722 2717 2717 2712 2712 O9 CIP (9 QIP O�� O�� O�h O�h QP O�� O�h O�h O�h O�h O�h Q� Q) O�h ti,v tidy 3�'Y �\tip\T 41 '\\ti\ti \�'5 �\'V y�\T Y�-; ti�ti�\, 3�ti�\T ��ti�\� �\�\T -\\,'\T \\'5 "\-v SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 1 1 SYMAN TP-25 TP-26 2737 2737 2732 2732 c c 2727 •2 2727 t TP 25 TP-26 v v w w 2722 2722 2717 0 0 0 a a 0 0 2717 2712 2712 QT, CIP (St, & QIP 4, QP O�h O�h y�\To�ti y\y��ti ti�ti3\� 3� �\yo�ti �\�ti�ti �\���ti y�\ y\y��ti ti� �\ °yo\ �ti TP-27 2740 2738 2736 - - - - - - - - - - - - - - - - - - - - - - 2734 0 2732 t TP-27 v 2730 w 2728 2726 2724 2722 O O�h O�� O�� O�h O�� ��\�o\T y\yI.T �\� �\y��ti �\yo�ti h\��ti SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 12 ZT 6. Site Maps SYMAN, LLC Any reproduction of or amendment to this document without the consent of Syman,LLC is prohibited. Page 13 VV8-L8Z(806 dNOHd NOU"OdHOO N01HONG L89£8OHVGI'VdWVN IOJIU03luawlpagyuonoy OHV(10dNflOOVOV'NVIOIii�vY Lu N �nlziaVl�3a �o�z W iF � o TAT Z S as 3noa`J lsnoOl s 9c99 z r5 W� 2AT V T�T�r 3ON30VO 3lOIN ld LL 2 1�L iL J/LL a7 dVW,uINIOIA n • r uit Z . . 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