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CC - Storm Drainage Calcs Of THE LAN D GROUP Southridge South Subdivision — Phase 1 Meridian, Idaho Storm Drain Management & Engineering Drainage Report Developer Challenger Development Meridian, ID 83642 Engineer 4oliAL The Land Group, Inc. �� G1ST 01,,E 462 East Shore Drive, Suite 100 Q Eagle, Idaho 83616 Contact: Jason Densmer, PE 09 1 Ph: 208-939-4041 � �0 � RTEOF P October 26, 2021 TLG Project No. 121027 10/2�/2021 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 - thelandgroupinc.com Southridge South Subdivision—Phase 1 Meridian, ID Storm Water Management Report Report Purpose & Site Description The purpose of this report is to evaluate and document the post-development storm drain characteristics of the Southridge South Subdivision—Phase 1 project.This report analyzes the storm drainage conditions and provides calculations confirming the adequacy of proposed storm drain facilities to meet the project needs. The proposed Southridge South Subdivision— Phase 1 project is located located south of Overland Road, between Linder Rd and Ten Mile, within the City of Meridian, Idaho.The proposed improvements consist of single family homes with associated site improvements including new access roads, landscaping and underground utilities. Geotechnical conditions at the site were evaluated by Site Consulting, LLC and their findings are attached as Appendix C. The site geotechnical evaluation provides guidance on design and project construction considerations. Relative to storm drainage systems, recommendations for groundwater and soil infiltration rates are provided. The geotechnical engineer's recommendations have been incorporated to the proposed design and systems. Proposed Systems Appendix A provides an overview of the proposed drainage basins. Storm Drainage Routing & Treatment Within each drainage basin, stormwater runoff is collected from roadways that are sloped to the gutters along the road edges,which then transport the collected drainage to catch basins.Once inside the system, stormwater flows through a drainage piping network to sand & grease traps which remove heavy sediment and light oils prior to discharge into underground seepage beds.The seepage bed provides final treatment with an 18-inch layer of ASTM C33 filter sand. Peak Rate of Discharge and Storage Volume The peak rate of discharge for the roadway drainage systems were calculated using the Ada County Highway District's published spreadsheets. Calculation worksheets for peak flow and required storage volume in each drainage basin are provided in Appendix B. 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com Southridge South Subdivision—Phase 1 Meridian, ID Storm Water Management Report Appendix A Site Drainage Areas 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com -1 WIiA0:'-:.THE -GROUP I \\ CH 00/2.28 CFS Q25-1.63 CFS °\ / I /0100=1.72 CFS I 025=1.23 CFS T I — — — — I FACILITY 7b \ O 0100=0s1 CFS- 14513 SF y yTEMPORARY DRAINAGE SWALE \ I V100-690 CF — 16- N y FACILITY 7a \ _ V M 2889 SF \ _ Q i 1 D O N' Q' Q100=0.59CFS a / Q 025=0.42 CFS I I w+ / vQ �p � � �/ I �� , y c G 0100=1.41 cfs \ \ V M 41 Qg25=1.01 cfs V Q Q100=1.25 CFS, QCn / \ 025=0.89 CFS � Q � �� 2 G / 0100=1.61 CFS �/ I a G\ \ \025=0.94 CFS \ / ` Q O ANN 0100 08 CFS y G `'` !♦ 025=0.78 CFS \ V R � ` L 0100=1.69 CFS \ 025=1.21 CFS � � FACILITY 8a — �S� Q10o-1.45CFS 2897 SF -R,W RAN �— / \ � � \ / Q25=1.04 CFS TEMPORARY DRAINAGE SWALE pp 0 yP \ , V100=230 CF FACILITY 8b 2912 SF PAN TEMPORARV'DRIINN ALE / Q� OFS V709=605 G�\ N \ V` Q NOT FOR FACILITY 1 Q' AREA 8477 SF o G\ \\ CONSTRUCTION s Prolecr No.. 121027 r \ G\ \ oaeer Issuance: #### \ \ Project MIIeMone', #### \� Drainage Map I ,\ =a Drainage Map 80 60 g4 Horizontal "Scale: 1 =8D. A p p A e5� Southridge South Subdivision—Phase 1 Meridian, ID Storm Water Management Report Appendix B Drainage Calculations 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm 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 Southridge South Phase 1 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 4 Enter number of storage facilities(25 max) 8 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 8,477 Acres 0.19 6 Determine the Weighted Runoff Coefficient(C) 0.90 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.90 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min i0 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) QPeA 0.45 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 605 ft Multi-family 0.60-0.75 V=Ci(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 378 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 095 Basin Foreba V 61 ft' . Y Concrete 0.95 Primary Treatment/StorageBasin V 545 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel Volume Without Sediment Factor(See BMP 20 Tab) V 605 ft' Fields:Sandy soil 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 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 2 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 47,575 44,282 Acres 2.11 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 2.72 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 644 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,277 ft. Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 364 ft, Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 3,280 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,644 ft^ Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 3 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 76,980 58,074 Acres 3.10 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 - 4.00 9 Calculate the Post-Development peak discharge(QPeak) Q, 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 5,358 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vr, 3,348 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 536 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 4,822 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 5,358 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 4 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 20,644 19,931 Acres 0.93 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Q,-, EN 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 1,610 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,006 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 161 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 1,449 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,610 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 5 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 42,144 36,621 Acres 1.81 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak .83 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,953 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 312 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 2,812 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,125 ft, Gravel 0.75 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 O. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 6 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 57,020 48,874 Acres 2.43 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) QPe-1 3.14 cfs Urban neighborhoods 0.50-0.70 IF Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,201 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,625 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 420 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 3,781 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 4,201 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 7 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 14,513 2,889 Acres 0.40 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc #95th F0.6Oin Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoffvol(V)(for sizing primary storage) 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) Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vn 431 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 69 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 621 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 690 ft' Gravel 0.75 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 O. Steep:>6% 0.13 0.18 0.23 O. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 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. rge Rate using th r post-developm 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 Southridge South Phase 1,Facility 8 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm(100-Year or 25-Year With 100-Year Flood Route) 100 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 2,897 2,912 Acres 0.13 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.50 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"I 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) Qpeak 0.17 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 230 ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in Light areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 144 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 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 Basin Foreba V 23 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 207 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 230 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021,10:19 AM Version 10.5,November 2018 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations 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 Southridge South Phase 1 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Qv 5 Weighted Runoff Coefficient C 0.90 QV2 n QV3 6 Area A(Acres) 0.19 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs QV5 QV6 8 1-Basin Forebay V 605 it Q•v7 va Toggle between Forebay and Primary Basin,enter data and print for each SideSkpeZ Sb°E Sib spsz n. ^ D. Dmv e; w� �—� w y rks4°z Rt Forebay 9 Select Forebay Shape 3-Rectangle 10 Width of Forebay Bottom W 33.0 it 11 Length of Forebay Bottom L 40.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2684.88 ft 14 Enter Top Bank Elevation 2686.38 ft 15 Enter Water Surface Elevation(WSE) 2685.88 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 0.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay As-d 330 ftz Enter 0 for no infiltration 23 Adjusted Storage Required Storm Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Min Hr in/hr cfs ft' ft' ft3 ft' ft 60 1.00 0.96 0.17 605 165 0 165 10 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE Stage(ft) 2684.88 2684.88 4.000 33.0 40.0 1,320 0 2684.88 4.000 33.0 40.0 1,320 2685.88 1 4.000 1 41.0 48.0 1 1,968 1 1,644 1.00 ft depth for storage STORAGE OK 25 Does forebay have capacity? VES 26 Time to drain forebay 3.3 hours 90%volume in 48-hours minimum OK G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:19 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations 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 Southridge South Phase 1,Facility 7,Pond 2 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Qv n 5 Weighted Runoff Coefficient C 0.50 QV2 QV3 6 Area A(Acres) 0.40 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs QV5 QV6 8 1-Basin Forebay V 690 ft3 Qv7�i va Toggle between Forebay and Primary Basin,enter data and print for each *5.*s,hPZ �°ESib spsz Ay Rt Forebay 9 Select Forebay Shape 3-Rectangle 10 Width of Forebay Bottom W 33.0 it 11 Length of Forebay Bottom L 40.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2664.87 ft 14 Enter Top Bank Elevation 2666.37 ft 15 Enter Water Surface Elevation(WSE) 2665.87 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 0.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided 21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay As-d 1,320 ftz Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft3 1.00 0.96 0.19 690 660 0 660 30 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE Stage(ft) 2664.87 2664.87 4.000 33.0 40.0 1,320 0 2665.87 4.000 41.0 48.0 1,968 1,644 1.00 ft depth for storage STORAGE OK 25 Does forebay have capacity? VES 26 Time to drain forebay 0.9 hours 90%volume in 48-hours minimum OK G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:19 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sizing Basins NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations 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 Southridge South Phase 1,Facility 8,Pond 3 2 Enter number of Basins(25 max) 3 3 Number of Cells(Forebay+Primary=2,Primary Only=1) 1 4 Design Storm 100 Link to: Qv n 5 Weighted Runoff Coefficient C 0.50 QV2 QV3 6 Area A(Acres) 0.13 acres Q,V4 7 Approved Discharge Rate(if applicable) 0.00 cfs QV5 QV6 8 1-Basin Forebay V 230 ft3 Qv7 va Toggle between Forebay and Primary Basin,enter data and print for each *5.*s,hPZ �°ESib spsz Ay Rt Forebay 9 Select Forebay Shape 3-Rectangle 10 Width of Forebay Bottom W 33.0 it 11 Length of Forebay Bottom L 20.0 ft 12 Side Slopes(H:1) H:1 4.00 13 Enter Bottom Elevation 2667.35 ft 14 Enter Top Bank Elevation 2668.85 ft 15 Enter Water Surface Elevation(WSE) 2668.35 ft 16 Distance Between Forebay and Primary Basin(blank if na) 0.00 ft 17 Enter Elevation Berm 0.00 ft 18 Enter High Groundwater Elevation 0.00 ft 19 Min.Freeboard Requirement 0.50 20 Freeboard Provided J 21 Infiltration Area for Forebay Infiltration? 6.00 in/hr Note:infiltration required if Design Infiltration Rate,Enter 0for no infiltration bottom sloped%or0 outflow 22 Infiltration Area for Forebay As-d 660 ftz Enter 0 for no infiltration 23 Adjusted Storage Required 260 m Duration !total Q Runoff Perc Vol Pre-Dev Total Max Vol Vol Discharge Discharge Reqd Hr in/hr cfs ft3 ft3 ft3 ft3 ft 1.00 0.96 0.06 230 330 0 330 0 24 Depth-Storage Relationship: Saved Surface Basin Basin Surface Surface Area A at Volume Saved Side Slope Width at Length at Area A at Area A at Stage(ff) Below Stage(ft) New Stage(it) (H:V) Stage(ft) Stage(ft) Stage(ft) Stage(ft) OVERIDE Stage(ft) 2667.35 2667.35 4.000 33.0 20.0 660 0 2668.35 4.000 41.0 28.0 1,148 904 1.00 ft depth for storage STORAGE OK 25 Does forebay have capacity? YES 26 Time to drain forebay 0.6 hours 90%volume in 48-hours minimum OK G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:19 AM Version 10.0,May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Southridge South Phase 1 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 2.72 18 48 6.00 0.45 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021, 10:19 AM Version 10.0, May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Southridge South Phase 1,Tank 2 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1500 G 1 4 20 60 8.33 0.48 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021, 10:19 AM Version 10.0, May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Southridge South Phase 1,Tank 3 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 1.2 18 48 6.00 0.20 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021, 10:19 AM Version 10.0, May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Southridge South Phase 1,Tank 4 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 1.25 18 48 6.00 0.21 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021, 10:19 AM Version 10.0, May 2018 ACHD Calculation Sheet for Sand/Grease Traps NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. 1 Project Name Southridge South Phase 1,Tank 5 2 Enter number of Sand/Grease Traps(25 max) 5 Number of Peak Flow Baffle Throat Velocity Is the Vault Size Spacing width Area(ftZ) 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1000 G 1 3.14 20 48 6.67 0.47 Reference for Throat widths(inch) ADS Boise Lar-ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xlsm 10/11/2021, 10:19 AM Version 10.0, May 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 Southridge South Phase 1,Facility 2 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: Qv 5 Area A(Acres) 2.11 acres Q,v3� 6 Approved discharge rate(if applicable) 0.00 cis Qva Qvs 7 Is Seepage Bed in Common Lot? No V 4,555 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 11.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.35 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 6.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 45.5 ft3/ft 15 Calculate Design Length L 100 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 100 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 8.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 100 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 ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:22 AM Version 10.0,May 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 Southridge South Phase 1,Facility 3,Bed 2 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: Qv 5 Area A(Acres) 3.10 acres lqvl� 6 Approved discharge rate(if applicable) 0.00 cfs Qva Qvs 7 Is Seepage Bed in Common Lot? No V 6,697 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 11.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.35 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 6.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 43.8 ft3/ft 15 Calculate Design Length L 153 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 153 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 7.9 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 153 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 ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:22 AM Version 10.0,May 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 Southridge South Phase 1,Facility 4,Bed 3 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: Qv 5 Area A(Acres) 0.93 acres qv3 6 Approved discharge rate(if applicable) 0.00 cfs Qv4� Qvs 7 Is Seepage Bed in Common Lot? No V 2,012 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 8.0 ft 9 Set Total Design Depth of All Drain Rock D 9.0 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.35 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 6.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 29.5 ft3/ft 15 Calculate Design Length L 68 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 68 ft 17 Variable Infiltration Window W SWW 8.0 ft 18 Time to Drain 6.6 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 68 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 ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:22 AM Version 10.0,May 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 Southridge South Phase 1,Facility 5,Bed 4 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: Qv 5 Area A(Acres) 1.81 acres a,v3 6 Approved discharge rate(if applicable) 0.00 cfs a,v4 Qvs 7 Is Seepage Bed in Common Lot? No V 3,906 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 5.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.35 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 6.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 24.5 Oft 15 Calculate Design Length L 159 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 159 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 4-T hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 159 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 ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:22 AM Version 10.0,May 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 Southridge South Phase 1,Facility 6,Bed 5 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: Qv' 5 Area A(Acres) 2.43 acres Q,vs 6 Approved discharge rate(if applicable) 0.00 cfs Qv6� Qv7 7 Is Seepage Bed in Common Lot? No V 5,251 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 11.5 ft Rock Only,Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.35 0.4 for 1.5"-2"drain rock and 3/4"Chips 11 Design Infiltration Rate(8 in/hr max) Perc 6.00 in/hr 12 Size of WQ Perf Pipe(Pert 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 45.5 ft3/ft 15 Calculate Design Length L 115 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 115 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 8.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 115 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 ftz 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121027\CAD\Calcs and Reports\121027 ACHD_SD_CALCS_112018.xism 10/11/2021,10:22 AM Version 10.0,May 2018 Southridge South Subdivision—Phase 1 Meridian, ID Storm Water Management Report Appendix C Geotechnical Report 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com SITE Post Office Box 190537 - Boise, Idaho 83719 «c site.consulting.idaho@gmail.com - 208-440-6276 .� Mr. Tim Eck September 10, 2021 Cottonwood Development, LLC Page 1 of 23 2228 West Piazza Street Report 21831-A Meridian, Idaho 83642 Re: Geotechnical Recommendation Report Proposed Southridge South Subdivision S. Ten Mile Road & W. Overland Road Meridian, Idaho Tim: In May 2021, SITE was contacted about generating a geotechnical recommendation report for your proposed Southridge South Subdivision. Our background with this property is as follows: • April 2010 — SITE Staff generated a ITD Gravel Source Approval Report for JLJ Enterprises for the subject property. • April 2013 — SITE Staff generated a report documenting the proper compaction of structural fill placed by Idaho Sand and Gravel on a section of the property located west of the Williams Petroleum Pipeline. • April 2014 —This engineer was retained by this client to generate a Reclamation Recommendation Report and then review reclamation activities by Idaho Sand & Gravel. Based upon our historical involvement with the property, field research & observations, and laboratory test results, the site is acceptable for development as a residential subdivision. Recommendations for construction are included herein. We appreciate this opportunity to be of service. When appropriate, we would like to discuss continuing our role as geotechnical consultant during construction. Please contact our office if additional information or services are required. Respectfully submitted, SITE Consulting, LLC �� G%sTS q �� Bob J. Arnold, PE �® >® /I �Z_t OF a Geotechnical Services/soil Testing&Inspection services / S SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 O�v �. , LLC Geotechnical Recommendation Report Proposed Southridge South Subdivision Overland Road, East of Ten Mile Road - Meridian, Idaho GENERAL This report presents our geotechnical research and resulting recommendations for a proposed subdivision to be constructed east of Ten Mile Road on the south side of Overland Road in Meridian, Idaho. Historical aerial photos, available on Google Earth, indicate that the property was irrigated farmland prior to becoming a gravel pit. These historical photos are included in the Appendix. Research indicates the property includes two parcels as follows: Number Parcel# Address Acres 1 S-1223234050 W Overland Road 26.5 2 S-1223131380 2347 W Overland Road 56.6 Total Acres 83+ In April 2010 this engineer generated a ITD Gravel Source Approval Report for the subject property. That report included a reclamation plan that established maximum depth of removal for the gravel pit operation. It also included the excavation of test pits on a 150 x 150-foot grid pattern. That pattern is provided in the Appendix. Over 100 test pits were excavated, eight were selected at random for inclusion in the Appendix of this report. Note that the depth of allowed gravel extraction is indicated on each test pit log. In April 2013 this engineer excavated test pits and then provided recommendation for the recompaction of non-structural fill placed on the property west of the petroleum pipeline. This effort was completed as designed. In April 2014 this engineer designed and then oversaw the reclamation of the gravel pit east of the pipeline. This effort structurally filled the site to the current elevation and was completed by Idaho Sand and Gravel. N v Geotechnica/Services/Soil Testing&Inspection Services / S T Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LL PURPOSE The purpose of this evaluation is to document site history and provide recommendations for building a residential subdivision and single-family residential structures. Additional test pits may need to be excavated as development phases are submitted to ACHD for review and approval in order to comply with ACHD rules concerning test pit proximity to infiltration facilities. AUTHORIZATION E-mail authorization to proceed with this geotechnical investigation was received from the project civil engineer (Land Group) and confirmed with the client in May 2021. At that time the Preliminary Plat included in the Appendix was provided. Authorization to proceed and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations, and general conditions provided herein and within any submitted and /or approved proposal. WARRANTY AND LIMITATIONS The evaluation of subsurface conditions documented herein is considered sufficient to form a basis for the provided recommendations. The provided recommendations are based on the available soil information and preliminary design details either assumed or furnished by the client. It is warranted that these recommendations have been promulgated after being prepared in accordance with locally accepted professional engineering and geotechnicai engineering practice. No other warranties are implied or expressed. m Geotechnica/Services/Soil Testing&Inspection Services T Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZCONS:ULTING, LL DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork All native soils, which are free of organic matter and expansive clays, are acceptable for use as fill on the building pads, in structural fill areas, and within planned ACHD right of ways. Removal of the majority of the organic materials will require only minor grubbing of 0-4 inches of surface soils. Removal of organics is required in all areas to receive structural fill. The depth of grubbing is to be adjusted and inspected during construction to ensure that organic materials are properly removed from beneath future pavements and structural fills. Structural fills less than three feet deep are to be compacted to 95% of the maximum dry density by ASTM D698, Standard Proctor. Deeper fills are to be compacted to 100%. If structural fill is to be placed on residential lots, the fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Structural fill should be placed in uniform, thin horizontal lifts, moisture conditioned as necessary, and compacted to the above requirements. Compaction testing to confirm proper compaction is strongly recommended. Excavations Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. Below this depth it is recommended that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils on site to maintain a vertical or near vertical excavation over any extended period can be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type, and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state, and federal requirements. d- Q) Geotechnica/Services/soil Testing&Inspection services T Post Office Box 190537 - Boise, Idaho 83719 Z Tsite.consulting.idaho@gmail.com - 208-440-6276 SUL i I , LLC Pavement Section The entire property surface is structural fill consisting of pitrun type materials harvested from the prior onsite gravel pit. R-Value test performed as a part of the ITD gravel pit approval process resulted in R-Value results of much greater than R=20, the maximum value SITE uses for street design. Based upon an R-Value of R=20 and a Traffic Index of TI=6 the following pavement section is recommended for interior subdivision streets. Material Layer TI=6 HMA Pavement 2.5" Base Coarse (3/" minus) 4.0" Subbase (Pitrun) 10.01, It is noted that it is common for the local jurisdiction to require a standard design or to match the existing pavement section when working on collectors or arterials such as Overland Road. If improvements are required for Overland Road, ACHD should be consulted concerning pavement design requirements. Materials meeting the requirements of ISPWC &/ or ACHD are required for any work within this project. Foundation System The proposed single-family residential structures may be supported on conventional, continuous, and isolated pad foundations founded upon the native soils or upon structural fill extending to these soils. Based upon proper placement and compaction of structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded on the native soils or upon properly placed and compacted structural fill. Either crawlspaces or slab on grade floors are acceptable. Basements are not allowed without a lot specific geotechnical /groundwater evaluation and recommendation report. Slab on Grade Concrete Care must be taken so that all excavations below both interior and exterior slab on grade concrete are properly backfilled. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Any fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. Slab on grade floors, sidewalks and pavements should be placed atop a mat of at least V foot of granular structural fill materials. Mat material should all pass a 3/4-inch sieve and should contain less than seven percent passing the # 200 sieve. ISPWC W base or equivalent is recommended. The mat shall be compacted to the requirement for structural fill. Ln a Geotechnical Services/Soil Testing&Inspection Services S SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LL Storm Water Two well logs, one south and one northeast of the subject property, were located on the IDWR website and are included in the Appendix. The well logs indicate the static groundwater is greater than 50 feet deep to the south and less than 10 feet deep to the northeast. Preliminary plans indicate that stormwater will be directed to surface detention ponds with subsurface infiltration or seepage pits. Based upon observed subsurface conditions, SITE recommended a design perc rate of P=6 in./hr. with a drain time not to exceed 24 hours. Monitoring wells and perc tests at injection locations are recommended prior to design of each phase of this development. It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. Testing should be performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear densometer). For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill for each lot. Trench backfill and right of ways are to be tested to ACHD / ISPWC requirements. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting under vehicle or foot traffic. General Comments Testing and inspection services are recommended herein. Proper quality control during construction is required to confirm materials and methods and thereby obtain a desirable finished product. Monitoring and testing should also be performed to verify suitability of materials used for structural fills and to confirm proper demolition, subgrade grubbing, subgrade stability, and proper placement and compaction of fills. Any deviations from the herein described subsurface conditions must be brought to the attention of this consultant. This report has been prepared for the exclusive use of the client and their retained design consultants. Findings and recommendations within this report are for specific application to the proposed construction described herein and apply only to the property identified. Client may duplicate this report as needed or additional copies will be provided upon proper client authorization. Appendix Follows Q0 v op Geotechnica/Services/soil Testing&Inspection services Z TE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 �.TINGp LLc APPENDIX Vicinity Map Historical Aerial Photos (2) Preliminary Plat Geologic Map Test Pit Locations Test Pit Logs (8) Soil Log Legend I Abbreviations & Acronyms IDWR Well Logs (2) Geotechnica/Services/Soil Testing&Inspection Services 1"�E Post Office Box 190537 - Boise, Idaho 83719 00'"� ^+ �(�*1 # �^ i site.consulting.idahotcigmail.com - 208-440-6276 ULTIt Vicinity Map Is e Ind P €ae! , P axis N x U I, PH"13 ) g Yahoo Maps 2008 0CD Geotechnical Services/Soil Testing&Inspection Services ITT Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ULTIP CONSULTING, LLC Historical Aerial Photos z July 2010 Gravel Pit Visible and former test N pits visible I ?I June 2007 Farmland visible prior to gravel pit bD n Geotechnical Services/Soil Testing&Inspection Services SSITE Post Office Box 190537 - Boise, Idaho 83719 IT J site.consulting.idaho@gmaii.com 208-440-6276 CONSULTLTING.. LLC Preliminary Plat 0089 uojsfA!pqnS qjnaS a uquo E�- 31♦la,.V, w rip, S��I— z low 4R it I't if "it fill, 1 77 Al IF g It flij M IN, M v i WE filll l CD Supplied by the Land Group (511012021) Geotechnical Services/Soil Testing&Inspection Services ITE Post Office Box 190537 - Boise, Idaho 83719 ## site.consulting.idaho@gmail.com - 208-440-6276 ,//CO' LTid � 4 Regional Aerial Photo from Google Earth Website k G & B Tdy F isk Pit Thuesen Pit Busy Bee-Blackcat Subject Property oil N,� Geologic Map of Boise Valley Idaho Geologic Survey Website Geotechnica/Services/Soil Testing&Inspection Services Z/SITE Post Office Box 190537 - Boise, Idaho 83719 p� site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LL TEST PIT LOCATIONSJTSII 4 .. `q S. a" c 4F } y eta a S. a d 1 ti £ T n .y i U ,,A C� l� < bD From Prior SITE report Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZC0142SULTINGILLB RANDOM TEST PIT LOGS Test Pit: TP-212 Existing Grade: 2684.5 Logged by: Bob J. Arnold, PE Finished Grade: 2684.7 Date Excavated: 02/22/10 Available / Excavated: NEEDS FILL Test Pit Lo ..__ 0 1 Sandy Silt with Gravel 2 3 4 HARDPAN 5 Cemented Silt with Sand and Gravel 6 1 s 90 Sand,Gravel and Cobble To 8" � s { y 5 { a i BOH/NGE Abbreviations BAH Bottom of Hole NGE No Groundwater Encountered Comments bA � r r s sy9� M ? IT, W Geotechnical Services/Soil Testing&Inspection Services 1T Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZLTING, LLC Test Pit: TP-217 Existing Grade: 2672.0 Logged by: Bob J. Arnold, PE Finished Grade: 2668.4 Date Excavated: 02/22/10 Available / Excavated: 3.6 / 15.0 Test Pit Log 17Sandyilt with Gravel d Cobble ,^ 2 3 -=tip 4 Cemented at top of ,. Gravel Stratum e: 5 BOH/NGE Abbreviations ti BOH Bottom of Hole NGE No Groundwater Encountered p( a Comments d Geotechnical Services/Soil Testing&Inspection Services ZU T Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 LTING, LL+C Test Pit: TP-240 Existing Grade: 2665.5 Logged by: Bob J. Arnold, PE Finished Grade: 2656.5 Date Excavated: 02/23/10 Available / Excavated: 9.0 / 15.0 Test Pit Log ^ t4; Previously Stripped "gam rya - sayk r 2 3 _ a- 4 Sandy,Gravel&Gobble tr x 5 To 8"Maximum 6 8 Sand Layer from 8-10' 9 i }m 10 } 11 ,.. 12 k 3 .a 14 AN 15 BOHINGE Abbreviations BOFI Bottom of Hole NGE No Groundwater Encountered P Comments .F . Previously Grubbed Geotechnica/Services/Soil Testing&Inspection Services ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ULTIr , L . Test Pit: TP-249 Existing Grade: 2690.1 Logged by: Bob J. Arnold, PE Finished Grade: 2675.8 Date Excavated: 02/26/10 Available / Excavated: 14.3 / 16.0 Test Pit Log 0 Silt&Clay topsoil ,a 1 with organics 2 3 4 6 ' Sandy,, I t s ?. '�v d '4s'ViF'> 16 BOHlNGE " �4 _ Abbreviations AI, .Lr V. Bottom of Hole =� r BOH .< = ,' , No Groundwater + '. "' 4s NGE Encountered Comments QD Geotechnica/Services/Soil Testing&Inspection Services ZI TE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING., LLC Test Pit: TP-268 Existing Grade. 2678.8 Logged by: Bob J. Arnold, PE Finished Grade: 2664.2 Date Excavated: 02/25/10 Available / Excavated: 14.6 / 16.0 Test Pit Log " FILL IN BANK l£ '.4k Original topsoil 156 l 7 Cements Silt and Sand w Sand,Caravel Cobble K TO 8"Maximum } 16 _.BOH/NGE Abbreviations #m 1* BOH Bottom of Hole NGE No Groundwater Encountered �5 _ y r Comments Excavated against an Existin 5' fill �I Geotechnical Services/Soil Testing&Inspection Services ITE Post Office Box 190537 - Boise, Idaho 83719 ii site.consulting.idaho@gmail.com - 208-440-6276 Z/CO LL Test Pit: TP-289 Existing Grade: 2692.3 Logged by: Bob J. Arnold, PE Finished Grade: 2670.3 Date Excavated: 04/17/10 Available / Excavated: 22.0 / 22.0 _r Test Pit Log ill 0 y. �r 1 Silt&Clay w/Organics 2 3 Mv 4 Cemented Gravel k' 4 x �r a. i� i M P 14 15 s. 20 21 y 22 BOH/NGE Abbreviations ? BOH Bottom of Hole NGE No Groundwater Encountered f ,kComments 00 b M — Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LL Test Pit: TP-294 Existing Grade: 2672.5 Logged,by: Bob J. Arnold, PE Finished Grade: 2661.0 Date Excavated: 02/25/10 Available / Excavated: 11.5 / 14.0 Test Pit Log 0 Silt&Clay w/Organics 1 2 Cemented Silt 3 4 HARDPAN 5 6 ' ,d,Gravel&Cobbl Maximum 14 BOH/NGE Abbreviations BOH Bottom of Hole No Groundwater NGE Encountered Comments ro " w t N hA 2 Geotechnicalservices/soil Testing&Inspection Services S SITE IT Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 /COLT , LL Test Pit: TP-307 Existing Grade: 2670.1 Logged by: Bob J. Arnold, PE Finished Grade: 2660.3 Date Excavated: 04/17/10 Available / Excavated: 9.8 / 10.0 Test Pit Log a 0 Silt&Clay w/Organics r 2 HARDPAN 4 5 Gravel in Cemented Silt ( 8 , , ravel&Cobble 9 To 8"Maximum =x; 10 BOH/NGE r; n. Abbreviations W� ` Bottom of Hole BOHli NGE No Groundwater Encountered R Comments F A.., .. d y �7 Ql l�0 2 Geotechnica/Services/Soil Testing&inspection Services IT Post Office Box 190537 - Boise, Idaho 83719 UI site.consulting.idaho@gmaii.com - 208-440-6276 ONLTN , LL SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS TYPICAL DESCRIPTIONS GW Well-graded gravel, ravel-sand mixture,little or no fines. GRAVEL& <6%-#200 GP Poorly graded gravel,gravel sand mixture,little or no fines GRAVELLY COARSE <SOIL#4 5-12%-#200 GM Silty gravel,gravel-sand-silt mixtures GRAINED >12%-#200 GC Clayey gravel,gravel-sand-clay mixtures SOILS I SW ell-graded sand,gravelly sand,little or no fines. <50%-#200 SAND& <5%-#200 SANDY SP Poorly graded sand,gravelly sand,little or no fines SOILS SM Silty sand,sand-silt mixtures >50%-#4 >12%-#200 SC Clayey sand,sand-clay mixtures ML Inorganic silt and very fine sand,rock flour,silty or clayey fine SILTS AND INORGANIC and or clayey silt with slight plasticity CLAYS CL Lean clay-low to medium plasticity,gravelly clay,sandy clay, FINE LL<50% sitty clay GRAINED ORGANIC OL Organic silt and organic silty clay of low plasticity SOILS >50%-#200 SILTS AND INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty soil. - CLAYS CH Fat clay-high plasticity LL>50% ORGANIC OH Organic clay-med.or high plasticity:organic silt HIGHLY ORGANIC SOILS PT IPeat,_humus,swamp soil with high organic content ABBREVIATIONS AND ACRONYMS AASHTO American Association of State Highway & Transportation Officials ACP Asphaltic Concrete Pavement ASTM American Society for Testing and Materials BH Bore Hole IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department NP Non-Plastic PCC Portland Cement Concrete PCF Pounds per Cubic Foot PSF Pounds per Square Foot TP Test Pit USCS Unified Soil Classification System fV Geotechnical Services/Soil Testing&Inspection Services S SITE IT Post Office Box 190537 - Boise, Idaho 83719 LTIr site.consulting.idahoa@Agmail.com - 208-440-6276 Z/CONSULTING, LLC IDWR WELL LOG South of Site OF WATER _ WELL DRILLER'S REPORT 13a#Point Per 0 1,DRILLING PERMIT NO. -� ��. lo.WELL TESTS* - _T Pump 42 :— Name__.n # ° � w_a N at wiftf—W." w4w anvwx'10-1 Y-0 KK . w[nte�,pgrwtacu- wow teit3tV tar, .k- _ sormin We 11 =WATER�. : orh _�'q�Ff. kwt E)epth att sian'fit found t ,. i� Alstdt€grt3$uCt "' ItE.E' rlt�e aeRB ,.,. ,�." q14Gon La — sa TYPZ OF WORD . W }.3 tify t.#x f9m3t zR �:.1 OtfRi,"rk '�-� - 0,o`er L METHOD - kk1kY�r AR TX f Cat9a tit 0V1*r _ -t SEALING PROCEDURES %'lam. *tom !wwov yp NJ pedorawm meow 1 l ER"s r E i[1 1 Tt[ t tm*as Ham€ �a Gc? aai a F t too U"w Vw iv M41%*V" it F14m No ar4 tsiv, t, Co nw F-t>A ARD u4rerE-COPY 10 user RESDI MS N a Geotechnical Services/Soil Testing&Inspection Services Z Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho aegmail.com - 208-440-6276 CONSULTING, LL IDWR WELL LOG Northeast of Site !DAHO DEPARTMENT OF WATER RESOURCES ukeuseonly WELL DRILLF-Ri$REPORT t.WELL TAG NOp D .��Y _ T i7 f€#fr CR I t1Q.� r tt. WELL TESTS; R'.,.Pvtrp vier C.tr&r f Raw,99 Aftske",' ens 2. OWNM py x Y'"Sa 4 -�n Craze€,?.� $snP+r4+N�4f t?r,a 44 _.-._-�-.� �^ Wiz.,.. P�i r.; .>f-.t� -- t c1 v " $W..,... - T WOW dam, �`_,�_.�S. LOCATION 0f WELL 6Y legal deaetigt(on: *AM to or L- a 'a'fvkf'map fwA#mrt",t=l a$k"ffQ2*it%wri.-tarp i+A:at 1, � �^frAVeaer }f ft � . 6-T`HOLOGI LOB` i sarrto repair$or abandoom"tj wars y SAD rrafi 14ava�erRs-EMka#a9'd,#Whirr�ldanky F##'aaepare a a ar'Csa�. CrOr4fs ` cs ��in� , Rgs,s i� Exit _ or Waif r { Coratltr. C-'Wruation fhxtmaf S. TYPE OF WORD � a�tf�f amity Ri amaas ��? ^ V4Wt k� tk¢drly L a?ys;:R}4n � t? :.-.--�.. �" �#�d 7, SEALING PROCEDURES n fi g'ftxs st" 39}3`lffi�fpi}s�&gifl�� t�$_,<..—..:.s. _.�®,_�_. ��.�. tit" of - rERFORA'IONSISEREEN 1i8?rts NOW. caovIeted aepih Ei+iz [e€af Frstt , :.#et Rx� A.a�rt.r s"iFsr %sra-zs n Y :.i..• _ -_ hta the rig raa8�men�f S¢' STATIC1kTE€I LEVEE ARTESIAN PRESSURE: fdrma vyz 2 g titssb r rf406,Ifund 4sfesl;tn Pressure -Idt. 'liow Q *rQd __ [„ vu rite �,€'� a gor or ark : .. C+lfl0#If9"dlfr4S: FORWARD WOttE COPY €fr WATER PE".6CifiCE5 N W Nothing follows. Geotechnica/Services/Soil Testing&Inspection Services