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HomeMy WebLinkAboutCC - Storm Drain Report THE LAND GROUP Southridge South Subdivision — Phase 2 Meridian, Idaho Storm Drain Management & Engineering Drainage Report Developer Challenger Development Meridian, ID 83642 Engineer �4oliAL E� The Land Group, Inc. �� �G1ST 01,,E 462 East Shore Drive, Suite 100 Eagle, Idaho 83616 Contact: Jason Densmer, PE 109 1 Ph: 208-939-4041 � p �. RTe o� ,oP `SON DEIA February 18, 2025 TLG Project No. 121172 02/18/2025 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 thelandgroupinc.com Southridge South Subdivision—Phase 2 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 2 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 2 project is 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 public streets, 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 into 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 provide pre-treatment prior to discharge into underground seepage beds.The seepage bed provides final treatment with an 18- inch layer of ASTM C33 filter sand. These systems are designed in accordance with current ACHD policy and standards. Peak Rate of Discharge and Storage Volume The peak rate of discharge for the roadway drainage systems was 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 2 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 IVS _, -. THE _ \ LAND - GROUP °,., „rosasaaorosae °CO IPA v 42�4 v v 9 c9 \ � Q100=2.06 CFS Q25 =1.47 CFS �F a Q100=1.74 CFS \ Q25=1.25 CFS I I Q100=1.53 CFS / li 11 l l rr i i Q25=1.10 CFS FACILITY 2B cZ p Q // /r r r r 1 1 Z - , i AREA 14232 SF CID Q100=2.15 CFS Q25=1.54 CFSZo Z COD / , ♦ ,� / / I Q00 2.75CS I I cc lofty / Q25=1.97 CFSAD Q100=0.42 CFS / \ Q25=0.30 CFS I I \ \ \ FUTURE y FACILITY C6 Q CL y Cc Q100=1.63 CFS FUTURE � � Q' � p A.. � A � / Q25=1.17 US % , . Q �R� ` FACILITY0 Z \ VA Q100=1.47 .�Q25=1.05 CFS Q100=1.70 CFS 4P, c \ Q25=1.2 `S \\ / \ 44'� - L. \ \ ■� cc \ �r , Q100-0.99 CFS S� / / W CZ \ �, \ Q►� �� t� �� Q25=0.71 ` �4�i \ \� �s�` - I l i�� CA 070 \ \ ��► 0� �� 0� ' 'q/QFA FACILITY 8 B Iq Q100=0.58 CFS / Q \ �Q► �Q► �` h r�w � - / / Revisions 1 �� Q25=0.\2 CFS � 1. AREA 54584 SF AW Q100=0.34 CFS - - _ _ _ _ / Q100=1.62 CFS \ 5i� Q25=0.25 CFS Q25=1.16 CFS \ Q / \ C � �� Q100=1.21 CFS - \ Q25=0.87CFS - - \ \ FACILITY 7A Q25003361CFSS - - - - - - - - - - \ AREA 40880 SF U. h Q100=2.59 CFS V r Q25=1.86 CFS FACILITY 7B W FACILITY 8ACC NOT FOR \ \ AREA 124217 SF U. a AREA 87429 SF Do \ CONSTRUCTION Project No.: 121172 _ Date of Issuance: 02.18.2025 \ \\ \ Project Milestone: Permit Set \ \\ \ Drainage Map Drainage Map 10 0, 20 -vi EX 1 Horizontal Scale: 1" = 100, ��o Southridge South Subdivision—Phase 2 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 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 4 Enter number of storage facilities(25 max) 9 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 5 Area of Drainage Subbasin(SF or Acres) SF 69,449 58,774 Acres 2.94 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min [70 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 3.80 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 5,087 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 0.60 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 3,179 fti Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 509 ft' concrete 0.95 Primary Treatment/StorageBasin V 4,578 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 5,087 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 o.: Steep:>6% 0.13 0.13 0.23 D.: Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 92,696 14,232 Acres 2.45 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 3.17 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,242 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 2,651 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 424 fti concrete 0.95 Primary Treatment/StorageBasin V 3,818 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,242 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 0.13 0.23 0.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 51,602 72,555 Acres 2.85 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 3.68 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,925 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 3,078 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 493 fti concrete 0.95 Primary Treatment/StorageBasin V 4,433 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,925 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 0.13 0.23 0.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 54,975 49,539 Acres 2.40 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 3.10 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 4,146 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 2,591 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 415 fti concrete 0.95 Primary Treatment/StorageBasin V 3,731 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 4,146 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 0.13 0.23 0.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 57,413 33,412 Acres 2.09 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 2.69 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 3,603 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 2,252 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 360 fti concrete 0.95 Primary Treatment/StorageBasin V 3,243 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 3,603 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 0.13 0.23 0.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 11,610 19,545 Acres 0.72 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 0.92 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 1,236 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 772 ft3 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 124 fti concrete 0.95 Primary Treatment/StorageBasin V 1,112 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 1,236 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 0.13 0.23 0.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 40,880 124,217 31,501 Acres 4.51 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 5.82 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 7,799 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 4,874 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 780 fti concrete 0.95 Primary Treatment/StorageBasin V 7,019 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 7,799 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 0.13 0.23 D.. Adapted from ASCE G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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. or Pea Disc arge Rate using the Rational Method calculated for post- eve op _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 2,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 87,429 54,584 Acres 3.26 6 Determine the Weighted Runoff Coefficient(C) 0.50 0.50 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avgl 0.50 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 use Calculate min [10 Min. Estimated Runoff Coefficients for Various Surface 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) Qpeak 4.21 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 5,634 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 3,521 ft3 Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Forebay V 563 fti concrete 0.95 Primary Treatment/StorageBasin V 5,070 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Gravel 0.75 Volume Without Sediment Factor(See BMP 20 Tab) V 5,634 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 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 AM Version 10.5,November 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. ase Trap Velocity Calculat User input in yellow cells. 1 Project Name Southridge South Phase 2 2 Enter number of Sand/Grease Traps(25 max) 9 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1500 G 1 3.8 20 60 8.33 0.46 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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 2,Tank 2 2 Enter number of Sand/Grease Traps(25 max) 5 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1500 G 1 3.17 20 60 8.33 0.38 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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 2,Tank 3 2 Enter number of Sand/Grease Traps(25 max) 5 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 3.68 24 48 8.00 0.46 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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. ase Trap Velocity Calculat User input in yellow cells. 1 Project Name Southridge South Phase 2,Tank 4 2 Enter number of Sand/Grease Traps(25 max) 5 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 3.1 20 48 6.67 0.47 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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. ase Trap Velocity Calculat User input in yellow cells. 1 Project Name Southridge South Phase 2,Tank 5 2 Enter number of Sand/Grease Traps(25 max) 9 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 2.69 20 48 6.67 0.40 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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 2,Tank 6 2 Enter number of Sand/Grease Traps(25 max) 9 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1000 G 1 0.92 20 48 6.67 0.14 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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. ase Trap Velocity Calculat User input in yellow cells. 1 Project Name Southridge South Phase 2,Tank 7 2 Enter number of Sand/Grease Traps(25 max) 9 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1500 G 1 5.82 28 60 11.67 0.50 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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. ase Trap Velocity Calculat User input in yellow cells. 1 Project Name Southridge South Phase 2,Tank 8 2 Enter number of Sand/Grease Traps(25 max) 9 Number Peak Baffle Throat Velocity Is the Vault Size of S/G Flow Q- Spacing width Area(ft) 0.5 fps Velocity Traps cfs (inch) (inch) max. ok? 1500 G 1 4.21 24 60 10.00 0.42 Reference for Throat widths(inch) Boise ADS Vault Lar-ken WQU, BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025, 10:26 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 2 2 Enter number of Seepage Beds(25 max) 9 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: QV2 S Area A(Acres) 2.94 acres Q,V3 6 Approved discharge rate(if applicable) 0.00 cfs Q,V4 QVS _ 7 Is Seepage Bed in Common Lot? No V 6,358 W 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 10.0 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(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 60.3 ft3/ft 15 Calculate Design Length L 106 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 106 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 106 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage ChambersPW 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 2,Bed 2 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Link to: [QV2� S Area A(Acres) 2.45 acres Q,V3 6 Approved discharge rate(if applicable) 0.00 cfs Q,V4 QVS _ 7 Is Seepage Bed in Common Lot? No V 5,302 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 12.0 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(Perf 180°) 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 44.1 ft3/ft 15 Calculate Design Length L 120 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 120 ft 17 Variable Infiltration Window W SWW 12.0 ft 18 Time to Drain 6.6 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 120 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage ChambersPW 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 3,Bed 3 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: QVZ S Area A(Acres) 2.85 acres [Q,V3� 6 Approved discharge rate(if applicable) 0.00 cfs Q,V4 QVS _ 7 Is Seepage Bed in Common Lot? No V 6,157 ft3 25%Sediment 8 Set Total Design Width of All Drain Rock W 13.0 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 0.35 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(Perf 180°) 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 52.3 ft3/ft 15 Calculate Design Length L 118 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 118 ft 17 Variable Infiltration Window W SWW 13.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 118 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 4,Bed 4 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: QVZ rr S Area A(Acres) 2.40 acres Q,V3 _ 6 Approved discharge rate(if applicable) 0.00 cfs [QV4� QVS _ 7 Is Seepage Bed in Common Lot? No V 5,183 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 0.35 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(Perf 180°) 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 40.3 ft3/ft 15 Calculate Design Length L 129 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 129 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 129 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage ChambersPW 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 5,Bed 5 2 Enter number of Seepage Beds(25 max) 5 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: Q,V3 Q,V4 S Area A(Acres) 2.09 acres [Q,v5� 6 Approved discharge rate(if applicable) 0.00 cfs Q,v6 QV7 _ 7 Is Seepage Bed in Common Lot? No V 4,504 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 0.35 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(Perf 180°) 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 40.3 ft3/ft 15 Calculate Design Length L 112 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 112 ft 17 Variable Infiltration Window W SWW 10.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 112 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 6,Bed 6 2 Enter number of Seepage Beds(25 max) 9 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: Q,V3 Q,V4 S Area A(Acres) 0.72 acres Q,V5 6 Approved discharge rate(if applicable) 0.00 cfs IQ,v6� QV7 _ 7 Is Seepage Bed in Common Lot? No V 1,545 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 7.5 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(Perf 180°) 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 25.3 ft3/ft 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 8.0 ft 18 Time to Drain 5.7 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 ChambersPW 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 7,Bed 7 2 Enter number of Seepage Beds(25 max) 9 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: Q,V3 Q,V4 S Area A(Acres) 4.51 acres Q,V5 6 Approved discharge rate(if applicable) 0.00 cfs lo.v�Q,V6 � 7 Is Seepage Bed in Common Lot? No V 9,749 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 10.0 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(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 60.3 ft3/ft 15 Calculate Design Length L 162 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 162 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 162 ft 20 Perf Pipe Checks.Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) Optional Storage ChambersPW 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 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 2,Facility 8,Bed 8 2 Enter number of Seepage Beds(25 max) 9 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.50 Unkto: Q,Vs Q,V6 S Area A(Acres) 3.26 acres Q,V7 6 Approved discharge rate(if applicable) 0.00 cfs [Q,Va� Q V9 _ 7 Is Seepage Bed in Common Lot? No V 7,042 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 10.0 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(Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe(Perfs 3600),READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 60.3 ft3/ft 15 Calculate Design Length L 117 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 117 ft 17 Variable Infiltration Window W SWW 15.0 ft 18 Time to Drain 7.2 hours 90%volume in 48-hours minimum 19 Length of WQ&Overflow Perf Pipes 117 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 ft'/Unit 6 Chamber Storage Volume,With Rock,Per Manuf 74.90 ft'/Unit 7 Total Number of Units Required 0 ea 8 Area of Infiltration Aperc ftZ 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90%volume in 48-hours minimum G:\2021\121172\CAD\Calcs and Reports\241017 ACHD_SD_CALCS 121172.xlsm 2/17/2025,10:26 AM Version 10.0,May 2018 Southridge South Subdivision—Phase 2 Meridian, ID Storm Water Management Report Appendix C Geotechnical Report 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 thelandgroupinc.com SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Adrian Inama April 18, 2024 Idaho Materials & Construction File#24712-A 924 North Sugar Street Page 1 of 43 Nampa, Idaho 83687 Re: Fill Evaluation Southridge South #2 Overland Road Meridian, Idaho Adrian: As per your authorization, on February 14, 2024, SITE staff logged and sampled nine geotechnical borings on the referenced project. It was reported that ACHD had expressed concern for fill encountered during installation of the sewer and stormwater facilities. ACHD had requested that South Summerson Avenue, between Evening Sun Street and Rio De Plaza Drive, be drilled on 100-foot centers to allow evaluation of the onsite fill. Nine drill locations were staked in the field by The Land Group. The retained drill rig could not access these locations due to open utility trenches. Permission to offset the locations 50 to 75 feet from the center line was requested. The approximate drilled locations are shown on a drawing in Appendix I. Drilling was accomplished with a geotechnical drill rig operated by Haztec Drilling with SITE staff logging and sampling each bore hole. Standard Penetration Testing, (STP), was performed every five feet until it was determined that any onsite fill had been penetrated. The Standard Penetration Test is a testing procedure widely used in geotechnical investigations to determine the relative density and degree of compaction of cohesionless soils and the strength of stiff cohesive soils. For this test, a borehole is drilled to the desired sampling depth. The split-spoon sampler that is attached to the drill rod is placed at the testing point. A hammer of 140 pounds is dropped repeatedly from a height of 30 inches driving the sampler into the ground until reaching a depth of six inches. The number of the required blows is recorded. This procedure is repeated two more times until a total penetration of 18 inches is achieved. The number of blows a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC required to penetrate the last two six-inch intervals is the "Standard Penetration Resistance," or the "N-value." If the N-value exceeds 50 then the test is discontinued. This is called a refusal. Samples are then recovered from the split spoon sampler, placed in sealed bags, labeled with Bore Hole and depth, and then returned to the laboratory for confirming visual classification or laboratory testing. N-Values, visual classifications and laboratory test results are used to evaluate the geotechnical engineering properties of the soil. Based upon experience, N Values greater than N=10 indicate that fills consisting of fine- grained soils (sand, silt, and / or clay) are well compacted. N values greater than N=10 in native soils may indicate the sampled soil is cemented (hardpan) or well consolidated clay. For this project, N-Values and laboratory test results on sampled soils were used to determine if fill or native soils were present at the tested depth. N-Values, visual classifications, and laboratory test results are reported on the Drill logs in Appendix I. Based upon the above methodology, the three western boring locations B7, B8, & B9 contained fill materials placed during pit reclamation. Borings B1 to B6 appear to have sampled only native soils. Our opinion as to FILL or NATIVE are also indicated on the Drill Logs. It is noted that fill may be present at all locations in the upper three to five feet due to onsite construction activities. IMC land leveled each drill location to allow drill rig access. These shallow, disturbed soils are not of concern and therefore were not sampled or tested. The deep fill encountered at the west end of Summerson Avenue ranged from 23 to 40 feet deep. The N Values within this fill ranged from N=14 to N=99+ and averaged N=30. N a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Reclamation of the former Southridge South gravel pit started in early 2014 and continued through 2015. IMC has provided compaction test reports by IMC staff and by Allwest that indicate the reclamation effort was monitored and tested for proper compaction during 2014. SITE provided these services in 2015. These reports are included in Appendix 2. This drilling investigation agrees with these results and indicates that sampled and tested fill soils are well compacted. The following observations are provided: • 2014 test results indicate materials placed as structural fill were well compacted. • N-Values in the fill also confirm dense, well compacted soils. • Very high N-Values confirmed the presence of sand and gravel (possibly cobble) in the bottom of all drilled borings. • Fill materials sampled include silty sand, sandy silt, and sandy lean clay. • No fat clay or soil of high plasticity was sampled or observed. Based upon the provided testing and this investigation, SITE recommends construction of Southridge South Subdivision continue as designed and planned. The encountered structural fills placed during pit reclamation are acceptable for support of the proposed subdivision and are acceptable for injection of stormwater. It is reported that ACHD is requiring seepage beds to extend through any encountered fill. Based upon this requirement and the encountered soils, lining of the seepage beds is not required. We appreciate this opportunity to be of service. Should you have any questions or require additional information, please a office at your convenience. ® S ✓0 Respectfully submitted: SITE Consulting, LLC '3 ,5- Bob J. Arnold, PE LP41181202� J F M a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC APPENDIX 1 Drilled Locations Drill Logs a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILLED LOCATIONS r { ter . 2115AN 42 # + f GL R6fi(Ffi) r � rr �� e + B 2414 1� 1� —— �� 2BB7.13 + ti GL R4Ad(FG) -2413 } GL ROW TG) 7 {� Jr {� �f @B6 2110 f 251✓ ���� fl 2409 p rlf It 7(9 2407 \ LJ 2d9B.63 GL 24W h ti MW.44 �GL Rw(r.61 LM jo B 1 & B9 offset 75' B2-B8 offset 50' � a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-1 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1/2" 3/8" #4 # 10 #40 I #100 #200 I %M ILL I PI 0.0-5.0 NATIVE: Dry Brown/Tan, Moist, Firm, Sand & Silt with gravel Blow Count: N=55 5.0-10.0 NATIVE: Brown/Red, Moist, Firm, Silt, Sand & Gravel Blow Count: N=75 10.0 Bottom of Excavation @ 10.0' No Ground Water Encountered No Monitoring Well in Place a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-2 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1/2" 3/8" #4 # 10 #40 I #100 #200 I %M ILL I PI 0.0-5.0 NATIVE: Brown/Tan, Dry to Moist, Firm, Cemented Sand & Silt Blow Count: N=56 5.0-10.0 NATIVE: Brown, Moist, Firm, Silt, Sand & Gravel Blow Count: N= 65 10.0-15.0 NATIVE: Brown/Red, Moist, Firm, Silt, Sand & Gravel Blow Count: N= 80 15.0 Bottom of Excavation @ 15.0' No Ground Water Encountered No Monitoring Well in Place a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-3 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 I #200 I %M I LL I PI 0.0-5.0 NATIVE: Light Brown/Tan, Moist, Firm, Cemented, Sand & Silt Blow Count: N=55 5.0-10.0 NATIVE: Brown/Red, Moist, Firm, Silt, Sand & Gravel Blow Count: N=75 10.0 Bottom of Excavation @ 10.0' No Ground Water Encountered No Monitoring Well in Place CD b a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-4 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI 0.0-5.0 NATIVE: Tan/White, Dry, Firm, Sand with Silt Blow Count: N=46 5.0-10.0 NATIVE: Brown/Red, Moist, Firm, Silty, Sand & Gravel Blow Count: N= 75 10.0-15.0 NATIVE: Brown, Moist, Firm, Silt, Sand, Gravel & Cobble Blow Count: N= 80+ 15.0 Bottom of Excavation @ 15.0' No Ground Water Encountered No Monitoring Well in Place b a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-5 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI 0.0-5.0 NATIVE: Light Brown, Moist, Firm, Cemented, Silt & Sand Blow Count: N=17 5.0-10.0 NATIVE: Brown/Red, Dry to Moist, Firm, Cemented, Silt & Sand Blow Count: N=16 10.0-15.0 NATIVE: Brown, Moist, Firm, Silt, Sand & Gravel Blow Count: N=86 15.0 Bottom of Excavation @ 15.0' No Ground Water Encountered No Monitoring Well in Place O br a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-6 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 I #200 %M I LL I PI 0.0-5.0 NATIVE: Tan/White, Dry, Firm, Cemented, Sand with Silt Blow Count: N=92+ 5.0-10.0 NATIVE: Brown/Red, Moist, Firm, Silt, Sand & Gravel Blow Count: N= 80 10.0 Bottom of Excavation @ 10.0' No Ground Water Encountered No Monitoring Well in Place r-I e—� a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-7 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" 3/8" #4 # 10 #40 #100 I #200 %M LL I PI 0.0-5.0 FILL: Brown, Moist, Firm, Sandy, Lean Clay (CL) Blow Count: N=14 3.5-5.0 100 I 94 1 92 1 90 1 85 1 74 1 65 159.2 1 16.1 I 36 I 16 5.0-10.0 FILL: Brown/Red, Moist, Firm, Sandy, Clay Blow Count: N=19 10.0-15.0 FILL: Brown, Moist, Firm, Sandy, Silt (ML) Blow Count: N=17 13.5-15.0 1 1 100 1 98 1 90 1 80 1 73 55 1 17.7 1 39 1 11 15.0-20.0 FILL: Brown/Red, Moist, Firm, Sand, Clay, or Silt Blow Count: N=20 20.0-25.0 FILL: Brown, Moist, Firm, Blocky, Sandy Lean Clay (CL) Blow Count: N=22 23.5-25.0 1 100 1 98 1 93 1 82 1 75 165.2 1 18.1 I 34 I 11 25.0-30.0 FILL: Brown, Moist, Firm, Sand & Silt Blow Count: N=24 30.0-35.0 FILL: Brown/Red, Moist, Firm, Sand with Silt & gravel (SM) Blow Count: N=60 1 33.5-35.01 1 100 1 91 1 79 1 51 1 38 1 23 15.5 1 11.5 NP 1 NP 1 35.0-40.0 NATIVE: Brown, Moist, Firm, Silt, Sand, & Gravel Blow Count: N=32 40.0 Bottom of Excavation @ 40.0' No Ground Water Encountered No Monitoring Well in Place N e—� b a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-8 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 I #200 %M I LL I PI 0.0-5.0 FILL: Brown, Moist, Firm, Sand & Silt or Clay Blow Count: N=23 5.0-10.0 FILL: Brown/Red, Moist, Firm, Silty, Sand (SM) Blow Count: N=18 8.5-10.0 1 1 100 1 92 1 84 1 78 1 58 1 46 1 39.4 1 14 1 30 1 5 1 10.0-15.0 FILL: Brown, Moist, Firm, Silty, Sand (SM) Blow Count: N=26 13.5-15.0 1 100 1 99 1 88 1 90 1 52 1 37 31.4 1 13.5 1 31 1-73-1 15.0-20.0 FILL: Brown/Red, Moist, Firm, Sand, with Clay or Silt Blow Count: N=28 20.0-25.0 FILL: Brown/Red, Moist, Firm, Lean Clayey, Sand (SC) Blow Count: N=15 I 23.5-25.0 1 100 1 99 1 97 1 92 1 86 1 79.1 1 13.6 1 33 15 25.0-30.0 NATIVE: Brown, Moist, Firm, Silt, Sand & Gravel Blow Count: N=60 30.0 Bottom of Excavation @ 30.0' No Ground Water Encountered No Monitoring Well in Place cm a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DRILL LOG Boring: B-9 File #: 24712-A Client: IMC Date Drilled: 2/14/24 Project: Southrid a South Drilled By: Haztec Location: See Aerial Photo Logged By: J. Meusch-SITE DEPTH SOILS DESCRIPTION (feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 I #200 %M I LL I PI 0.0-5.0 FILL: Brown, Moist, Firm, Sandy, Lean Clay (CL) Blow Count: N=19 3.5-5.0 100 1 97 1 95 1 93 1 91 1 89 1 81 173.7 I 13 I 35 I 17 5.0-10.0 FILL: Brown/Red, Moist, Firm, Sand & Silt Blow Count: N=40 10.0-15.0 FILL: Brown, Moist, Firm, Silty, Sand (SM) Blow Count: N=25 13.5-15.0 100 97 89 83 70 60 42.1 16.1 31 4 15.0-20.0 FILL: Brown/Red, Moist, Firm, Silty, Sand (SM) Blow Count: N=25 18.5-20.0 100 1 95 1 86 1 79 1 69 1 49 1 36 30.9 1 8.1 1 --- --- 20.0-25.0 NATIVE: Brown, Moist, Firm, Silt, Sand, Gravel & Cobble Blow Count: N=99+ 25.0 Bottom of Excavation @ 25.0' No Ground Water Encountered No Monitoring Well in Place rl a4 a. Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC APPENDIX 2 Prior Compaction Testing Ln a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC AL+;v116 ALLWEST Testing & Engineering Testing & Engineer lg DAILY PROJECT FIELD REPORT Project- Southridge Pit Project{, 514-006T Pr ject Address: Overland Road-Meridian,ID Weather: Partly Sunny-351, Permit# 14R Date: 113012014 P _�) of 2 Bail sheet# NFZ Technician: Ben Williams Type of lestinkl Inspection: Mess Grading Testing Deficiencies Noted: x ]NO YES If yes,explain below — Reported To: Tern/Jerem of Idaho$and&Gravel Narrative: ALLWEST on site at gam&3pm to test fill placed at source reclamation area.Today I tested 3ra&41n lifts of material placed to the South East of the crusher stockpile.€took 8 tests on the 3`'lift,and 4 tests on the 4t4 lift.I used a Troxler 3430 serial#35061.Areas tested met 95%or more of the 01567 proctor,See attached field density repor€and map for more information. I Repreaentativw Ben Williams Received 0 : This report shag tie considered preflminary untlf reviewed and countarsignedbytheAL1.VW$T Project Manager Reviewed Codes - Equipment ST/100MPT gam-2 HRS x Nuke _ �Ccatt3 t 1A ecttlnalGgrserslar.. _m. _ _ _ _ . _ - 3 m-2 HR5 �ikh�rT e' wi Quanft 12 MILES Field Samples Obtained This naport shall not be reproducer)except in full without the permission of ALLWEST Testing 8 Engineering,LLC. 255 N.Linder Rd.,Ste 100•Meridian.ID 83642•(208)885-7898•(208)896-3959 meridianr"1a aliwesties6nq,com•www,ali�esttesting com bA a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC f Field Density Test Report for Soils ASTM 6938 Daily Sheet# Page 2 of 2 Project Name: Sauthridi a Pit Project No.: 514-00ST bate: 113012014 Weather. Part Sunn -35' Test Method: Nuke Gau c 35061 Location: Pit Reclamation Fill (Technician: Ben Williams M.S.: 620 Contractor: Idaho Sand&Gravel _ D.S.: 2009 Proctor Number Soil Description P mum a mum Standardlt,9odrfied Moisture Density 1 $514-005 Onsite Silty Sand w/Gravel 14.5 114.5 D1567 2 3 Test Fest t proerar Prphe % % Required Re Test of Number oce4ion Elevatiee Nu nhe+ Gepth Moisture Dry Penrity Compacton Compaction I 7'04 Na. 1 SEEMAP 3rd Lift 1 8" 16.3 111.0 97 95°/a 2 3rd Lift 1 8' 15A 110.4 96 � 95% S 3rd Lift 1 8" 172 1%6 97 95% 4 3rd Lift 1 8" 15.0 108.9 46 95% 5 3rd Lift 1 8" 15.8 109.2 95 95% 6 3rd Lift 1 8" 16.5 109.4 96 1 95% 7 3rd Lift I a" 16.7 110.4 9S 95% 3rd Lift 1 8" 16-6 110.7 97 95% 9 4th Lift 1 8" 18 5 i 108.5 95 95°6a 10 41h Lift 1 8" 14.5 108.6 95 951% 11 41h LM 1 8" 16.2 1083 95 95% 12 4th Lift 1 8" 15.7 109.0 95 95% 13 14 15 I 16 17 This test report shall not be reproduced except in full without the permission of RLLWEST Testing&Engineering,LLC. 255 N_Linder Rd.,Ste 100•R+[eridian,IR 53642-(208)895-7998-(2t)8)898-3$89 b 11A a Geotechnica/Services/Soil Testing&Inspection Services SIT E PostOffice B x1905 7 - Boise, Idaho 837 9 mm.c nsmun$mahoggmmEc m - 208k�-6276 ZCON:S:ULTINGy LLCLLC ■ , ` \k \ { \ r . . . : . ■ Ci .� \\- r %Q� � 2 ) k, | a � � � ! [ % \ ) � / � 00 � / _ Geoehnil Services/s■Testing a Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 I site.consulting.idaho@gmaii.com - 208-440-6276 ULT1 CONSULTING, LLC ALLWEST Testing & Engineering DAILY PROJECT FIELD REPORT Southridoe Pit Project 51 4-005T PLqjact Address: Overland Road-IOeridian,ID Weather., Partly Sunny- Perrelt 4' NR Dale 1/31/2014 of 2 Shoot# NR ITechnician; Ben William Vie,of Testing Mass @ra"n,Test#% Deficiandes Noted-, x i NO YES If yes,explain tiolow Re Wed To: TimfSteve of Idaho Sand&Gravei Narrative: ALLVVEST on site at 10 am to test fill placed at source reclamation area.Today i tested the 4 lh lift of f material placed to the South East of the crusher stockpile.Steve of ISG identified this as approx. 2651,6'elevation,I took 8 tests in the South Eastern most section of t a fill. d a Tr x r I used e 0 [a 3430 (1 serial#35061.Areas tested met 95%or more of the D1557 proctor-See attached field density report and map for more information, Representative: Ben Williams Received BY: This report shall be Considered preliminary unili reviewed aso countersigned bythe.ALLVV E.81 Project Manager Reviewed By,-Adoc Codas Equipment §TPMPTIDam-2 HRS lco�mqmcq j 12 MILES ....... _JL_ Obtained ThWepwl3ttall not bereproiJUGeOexcept In full tyahoui the permission OTALLWEST Testing g Engineering,LLC. 255 N.Linder Rd,,Ste 100-Meridian,E 63642-(208)895-750-(208)895-3959 maridianaallwesttestlnclxoM-www_a1westtesjinq.co bA Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Field Density Test Report for Soils ABTM 6938 Danysheet# NR Page 2 of 2 Project Name: SouthridCle Pit 1proiect No.: 514-OAST Dale: 1/31/2014 Vileath2r Partly Sunny-35° Test Method: Nuke �Gau e: 35001 LocaSon: Pit ReciamatiEJi1 Fill Technician: Ben WilliamsM.S.: 624 Contractor: Idaho$and&Gravel L1,S.: 2011 Proctor Number Soil Description p mum .-.0 Moisture Denst StandardlModrfied S514-005 onsite SI $and w;Gravel 14.5 114.5 D1557 1 F2 3 Teb TestLecaWn Wevation Proctor Probe % % Required Re-Testaf Number Number Depth hfoisture Dry Dens ty Compactil Compaction Test No. 1 SEE MAP 4th Lift 1 $" ( 11.tt 110.6 97 95% "Note""-41h Lift at approx 2651,5 2 etevatlon 4th Lift 1 a" 10.8 110.0 96 95°Jo 3 4th Lift 1 8" 9.8 108.3 95 95% 4 4th Lift 1 8" 1112 108.4 1 95 96% 5 4th Lift 1 8` 15.1 110.9 97 96% 6 4th Ltft 1 8" 13.2 110,5 97 96% 7 4th Lift 1 8' I-l'.4-1 109<4 96 1 95% B 4th Lift I 1 8" 10.15 108.5 95 959/* 9 itt � 11 12 13 14 15 1G 17 This test report shall not be reproduced except in full Without the permission of ALLW EST Testing&Engineering,LLC. 255 N.Lander Rd.,Ste 100.Mer;di�r,,in 83642-(208)805-7898•(206)$98-3950 N Cu rd a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC jCk- - A S� A r onn 4 A � I 4 bn r N b a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ALLWEST Testing & Engineering Te i g & E n g n a eying DAILY PROJECT FIELD REPORT Project: Southri:dye Pit If�rojspt#: 514-D05T. ProjectAedress: Overland Road-Meridian,ID Weather: Sun -400 Permit# NR Date: 21312014 Pa e 1 of 2 Daily Sheer# NR 'Technicians Ben Williams Type of TestinR I Inspection: Mass Grading Testing Deficiencies Noted- x NO I YES if yes,explain below Reported To: Tim15teve of Idaho Sand&Gravel Narrative: ALLWEST on site at 10 am to test fill placed at source reclamation area.Upon arrival Jeremy of ISG said the area was not ready and asked for a return visit at 1pm.When i returned I met Bob Von Lintig onsite and tested several areas at his request using a Troxter 3430 serial#35061.Areas tested met 95%or more of the D1557 proctor.See attached density sheet for more information. 0 Representative: Bon Williams Received By; This report shalt be considered preliminary until reviewed and countersigned by the ALLWEST Prp3aet Manager Reviewed By: Codes Equipment 5T1COMPT 10am-2 HRS I x lNuke lCoring AMachindGenerator 1 PM,2 MR8 I VtherT UantKy 24 Vines Field Samples Obtatnsd This report shall not be reproduced except in full without the permission of ALLWEST Testing&Engineering,LLC. 255 N.Linder Rd.,Ste god•Meridian,it] 89542.(203)895-7209.(28a)909-3959 merEdianCr allv�e5ttestindrom-vww.ai€weatf%tina.com N N Q) a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC eal,LLEST Field Density Test Report for Sails ASTM 5998 Daily Sheet 9 NR Page 2 of 2 Prvjt Name. Southrid a Pit Pro ect No.: 514-005T pate:,,--- --2/ 2014 Vi Bather. Sunny-„ga Test Method:__Nuke _ Gauge_ 35001 Location: Pit Reclamation Fiil Technician: Ben Williams M.S.: 625 Contractor: Idaho Sand&Gravel D.S._ 2009 Proctor Number � Soil Description Optimum Maximum Moisture Density StandardlModified 1 S514-005 Onsite SMY Sand wf Gravel 14.5 114.$ 01657 2 3 _ Test Teti Location Proctor Probe °l° % Required ReJestof Numbs, Eievatlon Nrunber Depth Moisture DryDensb Compaction Compaction Test No. i SEA MAP 51h Lift 1 ! cT' 18.i 109.5 98 95% —Note`-5th Lift at approx 26 22.5 2 elevation 5th Lift 1 8" 154 109,2 95 950A 3 5th Lift 1 8" 16.3 108.3 95 95% 4 5th Lift 1 1 16.4 1 108,4 95 95% 6 7 9 � 8 10 11 12 13 14 16 16 17 This test report shall not be reproduced except In full without the permission of ALLWESTTesting&Engineering.LLC. M N CU bn ra a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC a T � a i OL - u V N un a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 I site.consulting.idaho@gmaii.com 208-440-6276 ULT1 CONSULTING, LLC ALLWE6T T usdrqg Testi DAILY PROJECT FIELD REPORT Project: Southridge Pit Project 514-006T Project Address, Overland Road Weather: Sunny-400 Permit# NRDate: 2/4/2014 Paqe 1 of 2 NAY - sheet# NR 1rachnician: Ben Williams Dpe of Ttstiqo1 inspection; Solis Densqy [Deficiencies Noted: x N YES_ If yes,explain below Reported To: Jeremy Of ISG Narrative: ALLWEST on site at 2:30 pm to test fill placed at source reclamation area.Today I tested the 61h iift of I matenat placed to the South East of the crusher stockpile. Using previous elevation determined by the contractor,I identified this as approx.2653.5'elevation. I took 8 tests in the South Eastern most section of the fill and 4 test in the North Eastern area.I used a Troxier 3430 seriai#35061.Areas tested met 95%or more of the DI 667 proctor.See attached field density report and reap for more information. Repreventatiwv Ben Wliliams Received By: This MPOwt S;bafl be cancidared preliminary unill reviewed and countersigned by-The ALLWEST Project Manage? Revi9wed codes Equipment STfqqm j 2.0 HR$ caring MachinalGenarator)! 12 MilesDttier T Quantity Field Samples 06talhad TIft report snail not be reproduced except in full without the permission of ALLWEST Ttsling&Engineering,LLC, 255 N.Linder Rd,Sts 100-Meridian,ID 83642-f208)895-7898-(208)898-39S9 LO IN CU bz Cz Geotechnical Services/Sofl Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Field Density Test Report for Soils ASTM 6938 DaRySheet# NR Page 2 of 2 Project Name: Southrid a Pit Pro ect Na.: 514-005T Date: 2/4/2014 Weather. Senn -401 Test Method: Nuke Gau e: 35061 Location: Pit Redarnaw i Fill Terhnidaw Ben Williams M.S._ 622 Cordfactor: ISG DS,: 2011 Proctor Number Solt Description Moisture Dens'R lmum axtmurrl ty StandasdlMod 1 8514-i105 Isandy Silt _.m _ 14.5 114.6 D1557 2 Test Test Location i levadon PmcEor Probe % po Reg0red Re•Testof Namtlet Number De i>,tatsture AryOenaity rti Co "on Cam action Tesi No. 1 See Ma —-- 6th rtn 1 8" 14.5 110.2 96 95% 2 6th lift identified agApprox 2661.5 eleavtion qt#1 lift 1 8" 15.4 109.6 96 951fo 3 6th lift 1 8" 15.9 108.5 95 95% 4 61h lift 1 8. 15.5 112.0 r96 959A 5 6th lift 1 $" 1 16.6 110.4 96 95% 8 M lift 1 8" 16.2 1DB.6 95 95% 7 6th rift 1 6" 15.4 108.8 95 95% 8 ath lift 1 8" 1 16.8 108.6 95 6th lift 1 8" 1 13.2 1 109.5 96 95%. 10 6th lift 1 W 16.4 110.4 96 95% 11 Oth lift 1 1 W 15.5 108.6 95 9510 12 6th lift 1 e" 17A 109.4 96 95% { 13 14 15 16 17 This test report shall not be reproduced except in full without the permission of ALLWEST Testing&Engineering.LLC. 265 N. Lindar Rd.,SM 100•Meridian.10 83642-(208)696-789S-(208)898-3850 I N CU bn ra a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC .3 ir �rn * +� a IL U N N a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 Zsite.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC IOAHO SAND&GRAVEL C O M P R [ Y PO Box 1310,Nampa,ID 83653 Phone:208-466-5001 Fax:208-466-4 67 Report To: "'W iel, Report Date: 7-j ! Client: Project No: C>!f- OI.ZSO Project: ELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes © (N)ASTM D2922/D3017 ❑ASTM D698 FB=Finished Base ❑ (SC)ASTM D1556/02216 ASTM D1557 FG=Finished Grade ❑ (N)AASMTO T238IT239 AASHTO T99 EG=Existing Grade ❑ (SC)AA%ITO T191 ❑AASHTO T180 SB=SubBase SG=Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand Cones A+Elev=Above that Elevation B+Elev=Below that Elevation Test Locations Selected By: Gauge Make/Model/Serial No: � „gti�yrQn st 5c{Z Maximum Optimum Material Description %Compaction Required= Densi c Moisture% c Data 1 T9st Location Elevation Field Density Lab Density %Max Test No. %Moisture Density ICJ.V I ►�t" f . i 112.. #DN/OI a,1 7-- 51 -r 13. t #DIV/01 i .2— :q( t12- 1\?- #DIV/OI I 110.1 `t \\Z.5 #DIVIOI ,t Ica 1N-L. #D01 #DIVIOI #DIVIO! Revie" By.: Idaho Sand and Gravel Company 924 N.SugarSt.1 PO Box 1310 Nampa,ID 83687183653 co N Q) a Geotechnical Services/Soil Testing&Inspection Services SITEPost Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC s taw o i q�) ti y r � q w �C 0 CIN N a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC IDAHO SAND&GRAVEL Y PO Box 1310,Nampa,ID 83653 Phone:208-466-5001 Fax:208.466-4167 Report To: o rna Report Date: Client: L/ J//} Project No: 3iE tjmz. -=I, E0 Project: r?- FIEI_ DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes [� (N)ASTM D2927JD3017 ❑ASTM D698 FB=Finished Base ❑ (SG)ASTM D1556ID2216 ASTM 01557 FG=Finished Grade ❑ (N)AASHTO T238iT239 AASHTO T99 EG=Existing Grade ❑ (SC)AASHTO T191 ❑AASHTO T1180 SB=SubBase SG=Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand Cones A+Elev=Above that Elevation B+Elev=Below that Elevation Test Locations Selected By: rna L. Gauge MakeiModellSerial No: % S"tY1mlTeu �6ec7 a►S`t2. Maximum Optimum Material Description %Compaction Required= Density Moisture% t v bete Test location Elevation Field Density Lab Density %Max Test No. %Moisture Den0t 1.45&,5 8q g 11 2_ t Ie..$ I"— 01 14 #DIV101 t t IQ_ -1.4- N Q.45 viol 4 1\`I...-5 #DI /01 tt . .E5 11Z..5 I l 4QL ' #D �0..! Iq #DN#0I #DIV101 #DIV/O! Reviewed By' Idaho Sand and Gravel Company 924 N.Sugar StJ PO Box 1310 Nampa,ID B3687183663 M a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC f is IDAHO SAND&GRAVEL 7 PO Box 1310,Nampa,ID 93653 Phone:208-466-5001 Fax:208-455- b7j yn Report To: 6 v1pt * Report Date: ! - Client: Project No: �c+t2Z k o t zsco Project, FIELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes -RJ (N)ASTM D2922JD3017 ❑ASTM D698 FB=Finished Base ❑ (se)ASTM D15581D2216 ®ASTM 131557 FG=Finished Grade ❑ (N)AASHTO T236IT239 ❑AASHTO T99 EG=Existing Grade ❑ (SC)AASHTO T191 AASHTO T180 SB=SubBase SG=Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand Cones A+Elev=Above that Elevation B+Elev=Below that Elevation Test Locations Selected By: Gauge Make/Model/Serial No: Maximum Optimum Material Description %Compaction Required= Density(pcll Moisture% U-- tC--3 Date Test Location Elevation Field Density Lab Density %Max Test No, %Moisture ❑ensi L%I(t .43 4s 2 I . "S DIVIO! #DIVV10! WR 4 01 14 9-7 l tZ S- #DIV10! #DIV/Oj #DIV/03 #IDIV/0! DIV/Of ReVle ed B Idaho Sand and Gravel Company 924 N.SugarSt.l PO Box 1310 Nampa,I D 88687183e53 M Q) bz a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 9 IDAHO SAND&GRAVEL _ o of r A n: , PO Box 1310,Nampa,ID 83653 Phone:208-466-5001 Fax:2 8-466-4167 J Report To: o b �rI�t Report slate: Z q- 4- Client: / Project No. pcip Project: FIELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes ® (N)ASTM D2922/03017 ❑ASTM D698 FB=Finished Base ❑ (SC)ASTM D15561D2216 ASTM D1557 FG=Finished Grade [❑ (N)AASHTO T238/T239 g AASHTO T99 EG=Existing Grade ❑ (SC)AASHTC T191 ❑AASHTO T180 SB=SubBase SG=Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand Cones A+Elev=Above that Elevation B+Elev=Below that Elevation Test Locations Selected By: aLq Gauge Make/Model/Serial No: �14113 _--rwL:;G0n � L Maximum Optimum Material Description %Compactian Required= �� O®nsst pcf' Moisture Date Test Location Elevation Field Density Lab Density °0 Max Test No. %Moisture Density 95 t �� Ikl .5 #DIVIO! b 7 11Z•15 #DIV101 3 I t I It. Lw 4 L-4.1 [t2-57 #DIV101 '5. 117.5 #DIV/01 #DIVl01 #DIVIO! #DIV101 Reviewed B Idaho Sand and Gravel Company 924 N.Sugar St.1 PO Box 1310 Nampa,ID 83687183653 to M t a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC E IDAHO SAND&GRAVEL 0 [A F. J ea Y PO Box 1310,Nampa,ID 83653 Phone:208-466-5001 Fax:20 66-4167 Report To: v T R v��'t Report Date: Client: ,........ — Project No: tZ4jlQ Pro'ect: � rr � G Cask /dK- FIELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes (N)ASTM D292203017 ❑ASTM D698 FB=Finished Base (SC)ASTM D1556/D2216 ©ASTM D1557 FG=Finished Grade ❑ (N)AASHTO T23arr239 [i AASHTO T99 EG=Rdsting Grade ❑ (SC)AASHTO T191 ❑AASHTO T180 Se=SubBase 5G=Subgrado (N)=Nuclear Densometer FTG=Footing Grade (80)=Sand Cones A+Elev=Above that Elevation 13+Elev=Below that Elevation Test Locations Selected By: t -sz Gauge Make/MDdel/SerialNo: -cam. ,-7— -sSm etg5L Maximum Optimum Material Description %Compaction Required= Denim Moisture% t� & 16> t Date Test Location Elevation Field Density Lab Density %Max Test No. %Moisture Dens t] .t W k #DIV/01 t tEZ, M-1001 -tLX #DIVIOI #DIV/01 #DIV101 #DIV/01 #Dili#01 Reviewed B Idaho Send and Gravel Company 924 N.Sugar St./PO Box 1316 Nampa,ID 83687/83653 M M Q) -- bz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC IDAHO SAND&GRAVEL PO Box 1310,Nampa,ID 83653 Phone:208-465-5001 Fax:20 6/6-4167 Report To: e b n,) @deport Bate: Client: Project No: T Project: 7� C oa FIELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes (N)ASTM D29221D3017 ❑ASTM 0698 FB=Finished Base ❑ (SC)ASTM D1555/1)2216 ASTM D1557 FG=Finished Grade ❑ (N)AASHTO T238/T239 AASHTO T99 EG=Existing Grade ❑ (SC)AASHTO T191 ❑AASHTO T180 SB=Subbase SG=Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand cones A+Elev=Above that Elevation 8+Elev=Below that Elevation Test Locations Selected By: Gauge Make/Model/Serial No: -i . - 3 G Maximum Optimum Material Description %Compaction Required= of c Density cl7 Moisture% r <:F � (fir Date Tess Location Elevation Field Density Lab Density %Max Test No. %Moisture Density y,� 16 1 Fir L ' LA w F 1 I-L-5 #DIVIO! s s 1[� #D!V/O! 1 rt. v (ca I! 4 c,i l US 1 I!t S #DIV/0! 4 t47. - cix r-_i q15 t 17 t 5.a t 1 .r #DIY/0! /tl t 1. ! Il» z I1 S #DIV/01 1 I L 11 Il ,_mil ##D1V/0! #DIV/0! !Reviewed B Idaho Sand and Gravel Company 924 N-Sugar StJ PO Box 1310 Nampa,ID 83687183653 M Q) bz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC \t, IDAHO SAND&GRAVEL PO Box 1310,Nampa,ID 83653 Phone:208-466-5001 Fax:208-466-4167 Report To: Bob Arnold Report Date: 11/21/14 Project: Southridge Pit Reclamation FIELD DENSITY&MOISTURE TEST REPORT Field Test Methods Lab Methods Elevation Codes (N)ASTM 02922/D3017 ❑ASTM D698 FB=Finished Base (SC)ASTM D7 556/D2216 0 ASTM D1557 FG=Finished Grade L (N)AASHTO T238lT239 AASHTO T99 EG=Existing Grade (SC)AASHTO T191 AASHTO T180 SB=SubBase SG—Subgrade (N)=Nuclear Densometer FTG=Footing Grade (SC)=Sand Cones A+Elev=Above that Elevation B+E(ev=Below that Elevation Test Locations Selected By: Brian Arnold Gauge Make/Model/Serial No: InstoTek Xpiorer#592 Maximum Optimum Material Description %Compaction Required- 95 Density(pe#) Moisture% 114.5 13.5 Native sandy slit and gravel Date Test Location Elevation Field Density Lab Density %Max Test No. %Moisture Density 12-Aug N 43'35'7.3" 111.1 114.5 1 W 116,25'33.9" 2606' 11.5 13.5 97 12-Aug N 43'35 97 112.8 114.5 2609 99 12-Aug N 43'35 7.6' 109.8 114.5 2600 96 12-Aug N 43`35 8.0' 110.3 114.5 2600 96 1 ug N 43°35'1.8" 110 114.5 2640 96 12-Aug N 43 35 1,1' 110.9 114.5 2638 12.797 12-Aug N 43°35'0,0' 111.3 114.5 2643 97 f Reviewed By: 1� M Q) bz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Date Test Location Elevation Field Density Lab Density %Max Test No. %Moisture Density 12-Aug N 43'34159,811110.7 114.5 8 W 116°25'33.9 2646 13.6 13.5 97 14-Aug N 43°35'1.4" 111.3 114.5 1 W 116°25'35 7' 2670 11.3 13.5 97 14-Aug N 43'35'0.6" 112.1 114.5 2 W 116°25 34.6 2644 13.2 13.5 98 14-Aug N 43`35'7.4" 113 114.5 3 W 116°25 36.1' 2644 13.5 13.5 99 14-Aug N 43°35'4.7" 112.5 114.5 4 W 116°25 30.0' 2664 13.4 13.5 98 19-Aug N 43°35'1.1" 111.3 114.5 1 W 116'25 35.4 2650 11.9 13.5 97 19-Aug N 43°35'0.3" 110.9 114.5 2 W 116°25 33.8 2652 11.8 13.5 97 19-Aug N 43°35'1.0" 110.5 114.5 2649 97 21-Aug N 43°35'7,2" 112.3 114.5 1 W 116°25'35.4' 2608 13.1 13.5 98 21-Aug N 43°35'7.3" 113.1 114.5 2 W 116°25 36.5" 2610 13.7 AS 99 21-Aug N 43°35'7.6" 112.5 114.5 3 W 116°25 37,8 1612 13.2 13.5 98 25-Aug N 43°35'7.7" 110.1 114.5 1 W 116°25 37.4 2610 11.5 13.5 96 25-Aug N 43°35'8.5" 113 114.5 W 116°25 3&5 2615 12.1 13.5 99 25-Aug N 43`35'7.5" 109.5 114.5 3 W 116°25 34.6 2610 11.8 13.5 96 25-Aug N 43°35'1.9" 109.2 114.5 116 25 35.9' 2658 13.1 13.5 95 25-Aug N 43°35'1.0" 110.7 114.5 2636 97 27-Aug N 43°35'6.1" 112.1 114.5 1 W 116'25 27.4 3638 13.1 13.5 98 27-Aug N 43°35'S.4" 111.1 114.5 2 W 116°25 27.3 3632 12.9 13.5 97 27-Aug N 43°35'1.7" 111.3 114.5 3 W 116°25 35. - 2642 12.9 13.5 97 Reviewed By: M un a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Date Test Location Elevation Field Density Lab Density %Max Test No. %Moisture Density 27-Aug N 43°35'1.2" 110.9 114.5 4 W 116°25'37.1" 2632 12.6 13.5 97 27-Aug N 43°34'59.9" 110.4 114.5 5 W 116°25'34.8" 2529 12.1 13.5 96 29-Aug N 43'35'83' 113.2 114.5 1 W 116°25'34.8" 2650 16.5 13.5 99 29-Aug N 43'35'7.9" 113 114.5 2 W 116°25'36.5" 2648 14.3 13.5 99 3-Sep N 43°35'0.0" 112.3 114.5 1 W 116°25'37.2" 2660 11.9 13.5 98 3-Sep N 43'35'1.4" 112.9 114.5 2 W 116'25'37.2" 2657 11.3 13.5 99 3-Sep IN 43°35'0.7" 111.9 114.5 3 W 116'25'35.6" 2660 10.5 13.5 98 11-Sep N 43°35'8.9" 112.7 114.5 1 W 116°25'36.6" 2610 10.3 13.5 98 11-Sep N 43°35'7.9" 110.3 114.5 2 W 116`25'38.0" 2606 14.6 13.5 96 11-Sep N 43°35'7.0" 111.9 114.5 3 W 116'25'37.7" 2608 13.5 13.5 98 16-Sep N 43°35'6.4" 112.1 114.5 1 W iW 25'36.7" 2630 13.1 13.5 98 16-Sep N 43°35'7.1" 111.5 114.5 2 W 116°25'34.7" 2635 12.9 13.5 97 16-Sep N 43°35'8.1" 111.4 114.5 3 W 116°25'35.3" 2639 12.5 13.5 97 18-Sep N 43'35'1.5" 110.3 114.5 1 W 116°25'35.7" 2652 11.9 13.5 96 18-Sep N 43°35'0.9" 112.1 114.5 2 W 116°25'35.8" 2650 12.3 13.5 98 18-Sep N 43°35'1.0" 111.5 114.5 3 W 116'25'37.3" 2646 13.7 13.5 97 22-Sep N 43°35'8.3" 110.8 114.5 1 W 116'25'36.6" 2650 14.5 13.5 97 22-Sep N 43'35'8.9" 111.1 114.5 2 W 116'25'36.6" 2652 13.5 13.5 97 22-Sep N 43'35'6,8" 110.9 114.5 3 W 116'25'36.8"- 2657 15.4 1 13.5 97 Reviewed ey: t\ M Q) bz a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Date Test Location Elevation Field Density Lab Density %Max Test Na. %Moisture Density 24-Sep N 43°35'8.0" 110.7 114.5 1 W 116'25'36.9" 2650 13.2 13.5 J7 24-Sep N 43"35'6.6" 110.4 114.5 2 W 116°25'37.1" 2645 13.1 13.5 96 24-Sep N 43°35'6.6" 110.9 114.5 3 W 116'25'36.6" 2644 13.9 13.5 97 30-Sep N 43°35'0.4" 110.9 114.5 1 W 116"25'34.4" 2260 10.9 13.5 97 30-Sep N 43'35'0.6" 110.3 114.5 2 W 116'25'35.6" 2647 10.5 13.5 96 30-Sep N 43'35'1.5" 110.7 114.5 3 W 116°25'37.2" 2647 10.6 13.5 97 30-Sep N 43'35'6.9" 111.1 1145 4 W 116°25'34.9" 2650 11.1 13.5 97 i Reviewed By: 00 M Q) a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SITE CONSULTING, LLC Mr. Ryan Russell July 4,2015 Idaho Sand and Gravel File 15144A 924 N. Sugar Street Page 1 of 5 Nampa, Idaho 83653 Re: Geotechnical Consulting South Ridge Fill Area South of Overland Road Meridian, Idaho Dear Ryan: As per your staffs request, SITE consulting has provided geotechnical engineering and materials testing services during the placement of structural fill on the South Ridge Subdivision project. Services provided were as follows: June 3, 2016-Site clearing and grubbing was approved and fill material was sampled for the required laboratory testing. Two site visits were necessary. Proctor reports are attached. June 15, 18, & 19, 2015 IT[was retained and performed in place compaction testing. All test results are attached. Testing will continue on an as needed basis. Please schedule future work the day before testing is required. This opportunity to be of service is appreciated. Please contact our office should you require additional information or services. Respectfully submitted Bob J.Arnold, P L 21)a-"0.6276 bjamoldpe@,msn-eom * Post Office Box 190637 * Boise,Idaho 83719 M a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SITE CONSULTING, LLC Mr.Ryan Russell Southridge Fill Project Idaho Sand&Gravel Meridian,Idaho 924 N.Sugar Street SITE File#: 15144B Nampa,Idaho 83653 Date Sampled: 07/30115 Lab Number: 15147 Sample Source: Onsite work area Sampled by: D6/1T1 Sieve Analysis Results: 3.0" 1.0" 97 3/8" 85 #40 33 2.0" 100 3/4" 93 #4 73 4100 22 1.5" 99 1/2" 89 #10 64 #200 19.0 Soil Description: Gravelly SAND with silt Moisture/Denisty Relationship: ASTM D-698 X Method 9 X ASTM-D-1557 Method C Trial Number 1 2 3 4 Moisture Content 1%) 8.1% 10.1% 12.0% 14.0% Dry density(lbs/ft3) 122.8 124.3 122.5 116.7 135,0 MAXIMUM/OPTIMUM RESULTS 134.0 133.0 7.ere Air Vold Line Dry Density(pcf): 124.3 132.0 spec GraNty=2.70 Moisture Content(%j: 10.2 131.0 130.0 ROCK CORRECTED RESULTS 129.0 Percent Dry Moisture 128.0 Rock Density Content �127.0 12 .0 10 127.7 9.4 �125.0 15 129.4 9.0 j ',124.0 20 131.2 8.5 ?123.0 °122.0 Reviewed by: 121.0 120.0 77 BobJ.Arnold,PE 119.0 118.0 117.0 116.0 L115.0 rI 8 9 1Wateitontlentl 14 15 16 17 208-140-6276 "' biarnofdpe@msn.com Post Office Box 190537 Boise,Idaho 83719 ,Oy : N to Q. Geotechnical Services/Soil Testing&Inspection Services E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZC0N:S:ULT1NG,r LLC SITE CONSULTING, LLC Mr. Ryan Russell Southridge-Southern Fill Area Idaho Sand&Gravel Along Interstate 924 N.Sugar Street SITE File#: 15144A Nampa, Idaho 83653 Date Reported: 6/26/15 Tested By: DE/ITI INPLACE COMPACTION LOG LABORATORY TEST RESULTS soil Lab soil Soil/Info Rock Opt Max No. No. Description Source Corr. M% Den 1 15101 Sand with gravel,silt,&day Fill Area 15 19.3 106.2 2 15102 Sand&Gravel Fill Area 30 7.7 127.9 FIELD DENSITY TEST RESULTS Test Date Location Depth Percent Dry Percent Soil Pass or No. {ft Moisture Density :ompactior Type Fail 1 06/15/15 N 43 34 59.8 W 116 25 13.1 6'BG 6.2 124.9 98% 2 Pass 2 06/15/15 N 43 35 00.3 W 116 2513.3 G BG 7.1 125.9 98% 2 Pass 3 06/15/15 N 43 33 00.9 W 116 25 13.1 6'BG 5.6 129.4 101% 2 Pass 4 06/15/15 N 43 34 01.9 W 116 25 13.2 6'BG 6.6 128A 100% 2 Pass 5 06/15/15 N 43 34 01.8 W 116 25 13.5 6'BG 7.1 126,3 99% 2 Pass 6 06/15/15 N 43 34 00.9 W 116 25 19.2 6'BG 8.1 102.3 969, 1 Pass 7 06/18/15 N 43 35 05.5 W 116 2512.2 6'BG 16.6 101.2 951% 1 Pass 8 06/18/15 N 43 35 04.2 W 116 25 14.2 6'8G 16.1 106.2 100°%a 1 Pass 9 06/18/15 N 43 35 03.8 W 116 25 12.1 6'BG 11.2 105.2 99% 1 Pass 10 06/19/15 N 43 35 03.2 W 116 2512.2 6'BG 13.1 104.4 96% 1 Pass 11 06/18/15 N 43 35 02.9 W 116 2512.3 6'BG 14.1 106.0 100% 1 Pass 12 06/18/15 N 43 35 02.2 W 116 25 110 6'BG 11.1 101.1 95% 1 Pass 13 06/18/15 N 43 35 02.0 W 116 25 13.2 6'BG 12.1 105.1 99% 1 Pass 14 06/19/15 N 43 35 05A W 116 25 12,6 6'8G 14.4 103.2 97% 1 Pass 15 06/19/15 N 43 35 04.7 W 116 25 11.2 6'BG 15.2 104.4 98% 1 Pass 16 06/19/15 N 43 35 03.2 W 116 25 11.3 61BG 13.1 105.2 99% 1 Pass 17 06/19/15 N 43 35 00.8 W 116 25 12.7 6'BG 112.9 105.9 100% 1 Pass 18 06/19/15 N 43 35 02.8 W 116 25 12.7 6'BG 14.2 103.2 97% 1 Pass BG=Below Grade Testing performed at randomly selected locations. Generated&Reviewed by: Bob J.Arnold,PE 208-40-6276 "' biarnoldpe@msn.com Post Office Box 190537 Boise,Idaho 83719 V C0 bA cC Q. Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SITE CONSULTING, LLC Mr. Ryan Russell Southridge-SouthernFillArea Idaho Sand&Gravel Along Interstate 924 N.Sugar Street SITE File#: 15144B Nampa,Idaho 83653 Date Reported: 9/2/15 Tested By: DE/ITI INPLACE COMPACTION LOG LABORATORY TEST RESULTS soil Lab Soil Soil/Info Rock Opt Max No. No. Description Source Corr. M% Den 1 15101 Sand with gravel,silt,&clay Fill Area 15 19.3 106.2 2 15102 Sand&Gravel Fill Area 30 7.7 127.9 3 15147 Sandy Gravel Imported Stockpile 1s 8.5 129.4 FIELD DENSITY TEST RESULTS Test Date Location Depth Percent Dry Percent Sall Pass or No. - Moisture Density :ornpactloi Type Fall 1 07/30/15 N 43 36 06.1 W 116 25 12.5 SG 3.7 123.4 95% 3 Pass 2 07/30/15 N 43 35 05.0 W 116 25 12.5 BG 4.1 124.7 96% 3 Pass 3 07/30/15 N 43 3S O4.32 W 116 25 12.6 BG 2.9 128.3 99% 3 Pass 4 07/30/15 N 43 34 03.0 W 116 25 12.7 BG 3.1 124.7 96% 3 Pass 5 07/30/15 N 43 34 01.9 W 116 25 12.9 BG 2,2 126.0 97% 3 Pass 6 07/30/15 N 43 34 01.1 W 116 25 13.1 BG 3.6 127.7 99% 3 Pass 7 07/30/15 N 43 34 00.3 W 116 25 10.2 BG 2.7 124.6 9691. 3 Pass ISG Reported that fill is being import from new source therefre sample taken for procto 8 08/03/15 N 43 34 59.7 W 116 25 13.9 BG 4.4 124.3 96% 3 Pass 9 08/03/15 N 43 34 58.1 W 116 25 13.5 BG 5.1 125.0 97% 3 Pass 10 08/03/15 N 43 33 59.2 W 116 25 12.6 BG 3.1 126.1 97% 3 Pass 11 08/03/15 N 43 35 00.1 W 116 25 12.1 BG 2.9 123.3 95% 3 Pass 12 09/13/15 N 43 35 06.0 W 116 2512.0 BG 4.4 124.4 96% 3 Pass 12 08/13/15 N 43 35 04.0 W 116 2512.0 BG 3.9 126.6 98% 3 Pass 14 08/13J15 N 43 35 03.1 W 116 25 12.1 BG 6.6 129.9 100% 3 Pass 15 08/13/15 N 43 35 02.0 W 116 25121 BG 4.7 131.E 102% 3 Pass 16 08/13/15 N 43 35 01.2 W 116 2512.7 BG 3.9 132.3 102% 3 Pass BG=Below Grade Testing performed at randomly selected locations. Generated&Reviewed by: Bob J.Arnold,PE 208-440-6276 bjarnoldpe@msn.com Post Office Box 190537 Boise,Idaho 83712 y,(V : N Q. Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SITE CONSULTING, LLC Mr. Ryan Russell Southridge-Southern Fiil Area Idaho Sand&Gravel 924 N.Sugar Street SITE File#: 15144C Nampa, Idaho 83653 Date Reported: 12/25/15 Tested By: DE/ITI INPLACE COMPACTION LOG LABORATORY TEST RESULTS soil Lab Soil Soil/Info Rock Opt Max No. No. Description Source Corr. M% Den 1 15101 Sand with gravel,silt,&clay Fill Area 15 19.3 106.2 2 15102 Sand&Gravel Fill Area 30 7.7 127.9 3 15147 Sandy Gravel Imported Stockpile 15 9.5 129.4 FIELD DENSITY TEST RESULTS Test Date Location Depth Percent Dry Percent Soil Pass or No, (ft) Moisture Density :ompactior TyRe Pail 1 12/08/15 N 43 35 01.5 W 116 25 12.4 BG 4.9 128.4 99% 3 Pass 2 12/08/15 N 43 35 02.0 W 116 25 12.4 BG 5.1 127.0 98% 3 Pass 3 12/08/15 N 43 35 03.0 W 116 25 12.4 BG 4.6 130.1 101% 3 Pass 4 12/08/15 N 43 35 03.2 W 116 25 12.3 BG 4,8 127.2 98% 3 Pass 1 12/09/15 N 43 35 03,7 W 116 25 12.3 BG 5.7 131.1 101% 3 Pass 2 12/09/15 N 43 35 03.0 W 116 2512.2 BG 4.9 129.4 100% 3 Pass 3 12/09/15 N 43 35 01.3 W 116 25 12.1 BG 5.6 128S 100% 3 Pass 4 12/09/15 N 43 35 00.6 W 116 2512.0 BG 6.1 127.2 981% 3 Pass 5 12/09/15 N 43 35 00.4 W 116 25 12.2 BG 5.0 128.3 99% 3 Pass 6 12/09/15 N 43 35 01.4 W 116 25 12.8 BG 4.1 128.0 99% 3 Pass BG=Below Grade Testing performed at randomly selected locations. Generated&Reviewed by: Bob J.Arnold,PI: 208-440-6276 biarnoldpe@msn.com Post Office Box 190537 Boise.Idaho 83719 V t nothing follows. a Geotechnica/Services/Soil Testing&Inspection Services T Post Office Box 190537 - Boise, Idaho 83719 UIr site.consulting.idaho@gmail.com - 208-440-6276 //CNS c� « , LLC 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 sP® � ISTS Bob J. Arnold, PE �® /I �Z_OF Geotechnical Services/Soil Testing&Inspection Services / S E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, 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 CONSULTING, LLC 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) a Geotechnica/Services/soil Testing&Inspection services T Post Office Box 190537 - Boise, Idaho 83719 Z ^� site.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 (%" 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 % 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 3/" 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 SITE: Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZCONSULTINGp 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 SIT E Post Office Box 190537 - Boise, Idaho 83719 '"� ^+ �(�*1 �^ i site.consulting.idahotcigmail.com - 208-440-6276 ULTIt Vicinity Map Is e e Pd ! ' PH WWI N' URI, eels t � Yahoo Maps 2008 0CD Geotechnical Services/Soil Testing&Inspection Services ITT Post Office Box 190537 - Boise, Idaho 83719 N site.consulting.idaho@gmail.com - 208-440-6276 Historical Aerial Photos . ,. July 2010 "w Gravel Pit Visible and former test N ` pits visible 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 site.consulting.idaho@gmaii.com 208-440-6276 LTJ Z--'ZC0NSULT1NG.. LLC Preliminary Plat 0 0 H 9 WAS valdIIBII[Litlj�tf(I{ �I I I i I I£ C ¥ it R I i Ila L 1: i 41 1 f Ming,ig 71) �+ .. t�l� £'.. i }�4y w� 3 €�. ;�R# z t ; € ig➢R 2f!€At3�6�4x p li y it x t it it It I'A A I i RM A/ CD Supplied by the Land Group (5/10/2021) 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 Geologic Map of Boise Valley Idaho Geologic Survey Website Geotechnica/Services/Soil Testing&Inspection Services ITE Post Office Box 190537 - Boise, Idaho 83719 p� site.consulting.idaho@gmail.com - 208-440-6276 ONSULT NG.. LL TEST PIT LOCATIONSJTssl to JV r S O yp 4 `k C') d f ° 4.7 1. jk k. d ELr Fd Q 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 CONSULTING, LL 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 Log ys '" 1 Sandy Sift with Gravel 2 3 4 HARDPAN 5 Cemented Silt with Sand and Gravel 6 i 8 10 Sand,Gravel and c Cobble TO 8" • 11 15 BOFI/NGE Abbreviations «, 1301.1 Bottom of Hole 5 Sa a NGE No Groundwater �d Encountered Comments S Q`- • Q) M 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 77with Gravelobble 3 4 Cemented at top of Gravel Stratum 15 BOH/NGE Abbreviations ti BOH Bottom of Hole NGE No Groundwater Encountered Comments . ��� ,.. r � .* sue-?` ,ter;, • ,� . a A v a k a Geotechnical Services/Soil Testing&Inspection Services ZU 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 Previously Stripped 0 - 3 4 Sandy,Gravel&Gobble 5 To 8"Maximum y 7 8 Sand Layer from 8-10 10 f 11 ,. 12 x kz 3 14 - 11 Al 15 BOHINGE AN Abbreviations + BOH Bottom of Hole a T' NGE No Groundwater Encountered Comments Previously Grubbed ,r Geotechnica/Services/Soil Testing&Inspection Services I STE 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: 02/25/10 Available / Excavated: 14.3 / 16.0 Test Pit Log 0 Silt&Clay topsoil 1 with organics 2 e F 3 4 6 Sandy, 4 16 BOHlNGE `e r � t e , Abbreviations " B01'I Bottom of Hole .. V` , r NGE No Groundwater 4. ` c�y Encountered , .: Comments Geotechnica/Services/Soi/Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING., LL 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 A FILL iN BANK 3 5 Original topsoil 6 r 7 Cements Silt and Sand `a -- Sand,Grave! Cobble e To 6"Maximum �Al 16 _.BOH/NGE . h. Abbreviations i BOf I Bottom of Hole F ; NGE No Groundwater Encountered 5 4 Comments Excavated against an s Existing F fill Geotechnical services/soil Testing&Inspection services SITE Post Office Box 190537 - Boise, Idaho 83719 ii site.consulting.idaho@gmail.com - 208-440-6276 LTIt Z/CONSLTING, LLC 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 - 0 i[ d i 1 Silt&Clay w!Organics ' 3 4 Cemented Gravel --y�.� �:'�� '.. �' ♦mom' d ��� `�'� a" �.� 4 q, MUS . U i w i 21 22 BOHlNGE Abbreviations BOH Bottom of Hole NGE No Groundwater Encountered Comments 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 Gravel&Cobbl Maximum ;3 14 BOH/NGE Abbreviations I BOFI Bottom of Hole ?c r x NGE No Groundwater Encountered Comments x u �W'"�` 4,, 1 14 s- 4 i Ql hD 2 Geotechnica/Services/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 -x 0 Silt&Clay w/Organics *; 2 HARDPAN 3 4 5 Gravel in Cemented Silt { 3 _711MIEFIbravel&Cobble t 9 To 3"Maximum =x 10 BOH/NGE r=: t- q Abbreviations ° B H Bottom of Hole 0 - b NGE No Groundwater Encountered s - Comments F A.., .. , a N v �n - a 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 (V a� 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 WELL DRILLER'S REPORT Sao,point per 46- k TESTS*o MtO MIS 10,trf'Mwyr a. ; . 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TYPE OF WORK rn as tt a amity fRop4mmant M—2trx 4&w W41 k17 Modify K a Abg,,ti3onr~ 0rW � Now- � I.L OD' 7- SEALING PROCEDURES x 'as+P=i.`s'a x'AFx: itx+xJYSZ. - C�t`fik4'v _... _____ - - �•. TF.. CArFIi1W EnFfeER: - a,cz" row ec 9s.:..a Wtwrwr' i�s�mz a.e� srN4«# t#.ate _ _ F ry'k; az 411p1s_ a tttsgrtr of - rERFQ#LATIONSI$C€LEEIttS !Maier#. - .�"�+� zata: Stereo F�stt r;.. :.#et Rz� A.r:�rt.r � la;• %sra-zs .n Y „i.,.. IS- MIL€.ER`S CERTIFICATION 7 t; I1Ye fit' at 31 t"i'tM IT*00 OoMw^lw, -.. wwaOWVWd of -t ., tlrt the 8=amtnd. 14.. STATIC WATER LEVEL ON ARTESIAN PRESSURE: ft. 400.oFftetnd 'Alle an pressure —It3. ,,.. .[Ted L't' .. U'F'0�-ftw 0 Wed -k Vurribe mm Etor or ar�t`i ---- ,..i.�t.�•. t�sw��trex�orz-ts�.rrrs F04WARp w"t=E COPY To WATER RFW[itiCErs N W Nothing follows. Geotechnica/Services/Soil Testing&Inspection Services