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HomeMy WebLinkAboutCC - Storm Drainage Calcs :; T H E LAN D GROUP Baratza Subdivision : Phase 2 4375 W McMillan Rd, Meridian, ID 83646 Storm Drain Management & Engineering Drainage Report Developer Lennar Homes of Idaho LLC 408 South Eagle Road, Suite 100 Eagle, Idaho 83616 Contact: Jeff Clements Ph: 208.803.3500 Engineer The Land Group, Inc. �014AL E� 462 East Shore Drive, Suite 100 Eagle, Idaho 83616 - -` Contact: James W. Gute, PE Ph: 208.939.4041 568 UIX10/24/2025 Prepared By: Tryston Calder, El ATE OF \OP Reviewed By:James W. Gute, PE f9 W.Gv'' October 24, 2025 TLG Project No. 123200 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 thelandgroupinc.com Baratza Subdivision: Phase 2 Meridian, ID Storm Water Management Report Project Description & Report Purpose The Baratza Subdivision is located on the southeast corner of the intersection of N. Black Cat Rd. and W. McMillan Rd. in Meridian ID. The Baratza Subdivision is separated into an offsite roadway package and four (4) onsite construction phases;this report is for the second phase. This report analyzes the proposed storm drain facilities to be constructed and confirms the adequacy of these systems to serve the needs of the project.Construction documents for the improvements have been prepared and show final details necessary for construction. Existing Conditions The site has historically existed as agricultural farmland with two single family homes. There are no existing frontage improvements along either N. Black Cat Rd. or W. McMillan Rd. which abut the site to the west and north, respectively. The Lemp and Creason Canals run along the north and west property frontages, respectively. Geotechnical considerations were investigated by Innovate Geotechnical (IGEO) (Project No. 321026, dated May 12, 2021). Additional groundwater monitoring and infiltration testing was performed by Geotek, Inc. (Project No. 2676-I1), dated November 2024 and Project No. 2827-ID, dated March 2025). The referenced files have been included in Appendix C, D, and E, respectively. Proposed Conditions The proposed improvements include 6 tributary areas, as shown in the drainage area map in Appendix A. Runoff that does not infiltrate in place will either sheet flow or be directed by curb and gutter into areas of permeable pavers. Pavers will collect and treat stormwater runoff before it infiltrates into the subsoil. Calculation Procedure Peak storm discharge and required storage volume were determined using the Rational Method, based on a 100-year storm return period. Infiltration basins were sized to ensure that at least 90%of storm runoff infiltrates within 48 hours. Pavers were designed to ensure 100%of storm runoff infiltrates within 24 hours. IGEO conducted percolation testing as part of their Geotechnical Evaluation,with results available in Appendix C. Additionally, Geotek performed supplemental infiltration testing to provide a more comprehensive representation of the project site.The results are provided in Appendix E.A 50% factor of safety was applied to their findings for the design infiltration rate used. Detailed drainage calculations are provided in Appendix B. 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com Baratza 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 = THE LAND G _ GROUP o 9 W MCMILLAN RD - - - cTA - - - cc d c NOT A PART - FUTURE PHASE a I 0 c NOT A PART - a - FUTURE PHASE d ! I N a NOT APART - PHASE 1 CD CO) V Cc J LU � a o LU :w NOT A PART - C = — FUTURE PHASE C .0 CD 0 a a a o m I O 0. --o v r' : c� i z � oe � �, Cm .� y a � � z la la a I ' m ' W.LESINA CT. 22 _ ------- . O z — — — — — — LESINA ST. Cm O W. Z _ cc RimN Co CO : I — _ �o o ❑ 0 CD_/�� c C4 m J E m Revisions Q g � I D Project No.: 123200 Date of Issuance: 04.15.2025 Exhibits 0 250' 500' Drainage Map Drainage Map - Overall Horizontal Scale: 1" = 250' EX 01 ��a i y ■ THE LAND !37- GROUP ■ t- Ir 'J ■ NOT A PART PHASE 1 1 ■ ■ Cai71 Cm LI CD CO) LUJ ■ ■ _ ■ ■ ■ i ■ I■ � Wyyyy���i ■■■■■■■:I■■■■■■■■.�r�nnn■■■■■■■■■u■■■n�m�r ZT -_%- DAA1`' - �■■■■ ■■■in000uiiun00000�■■■■■inuuo■ooaoo■n■umiaoo■pno�� ■ 1i' ■ AREA �■ CL ■A ■ PAVERS E' ■ ■ 4s + m CD ■ ,. LU cc co Revisions e Project No.: ,0 Date of Issuance: 04.15.2025 Exhibits 1 11 11 •g• •p Drainage Horizontal Scale: 1 100, EX 02 THE , i 9 W, _ NOT A . , . nfvv Ui IF C cm � ���� — �11� ■ • ........:...1,,, CL - - .. 7Co r oo..�i �o■u•••p■ '�, �'—_ rat'Y�'� �ii1' __m • — �i�err♦♦ ■ ANN •1♦�n♦••♦♦ 1 Q ■ ■ I ■■ ■ 1 ■_..7 �� ■ ■ ■ ■■11■■■■■■■■.111YI'1■■■■ ■ ■ PAVERS 1 ■ ■I.■■.■1•i1'I■■■■I.■■. CD cc 1■ 25 CO) 1 1 2 ] 1■ 1 - AREA • �3 PAVERS 1 ■ ■1 ■ . MIN PAVERS CD Qa'7■I j@ CO Alm Ji E El CIO n.. _ Revisionse Project1 0 Date of Issuance: 04.15.2025 Exhibits 1 100, 200' Drainage Map Drainage Horizontal Scale: ill 100, EX 03 Baratza 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. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 21 Pavers 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) 6 Click to Show More Subbasins ❑ Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 30 5 Area of Drainage Subbasin(SF or Acres) SF 19,958 59,452 15,074 Acres 2.17 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.52 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user Calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in/hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(ClPeak) Cip-1, 2.89 CfS Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol(V)(for sizing primary storage) V 3,866 ft Single Family 0.35-0.50Multi-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 2,416 W Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cfs Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin Streets Asphalt 0.95 Basin Foreba V 387 ft' Y concrete 0.95 Primary Treatment/StorageBasin V 3,479 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor See BMP 20 Tab V 3,866 ft' Gravel 0.75 ( ) Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 21 Pavers Runoff Calculations 1 Design Storm 100 Link to:LQ,V 2 Weighted Runoff Coefficient C 0.52 Q'V2 QV3 3 Area A(Acres) 2.17 acres QV4 4 Approved Discharge Rate(if applicable) 0.00 cfs QV5 Q,V6 5 Design Volume V 3,866 ft3 Q,VTR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 7,461 f t 2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.33 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 3,979 ft, 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 0.75 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers>_Qtorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 22 Pavers 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 21,211 40,373 15,203 Acres 1.76 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.54 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qveal 2.q5 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 3,281 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 fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr, 2,051 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 328 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 2,953 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,281 ft` Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 22 Pavers Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.54 [Q,V2� QV3 3 Area A(Acres) 1.76 acres QV4 4 Approved Discharge Rate(if applicable) 0.00 cfs QV5 Q,V6 5 Design Volume V 3,281 ft3 Q,V TR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 4,573 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.83 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 3,354 ft' 13 Does Aggregate Have Storage Capacity?Vavail?V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 1.00 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers i Qstorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 23 Pavers 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 27,954 34,726 15,968 Acres 1.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.58 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc #95th F0.6Oin Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoffvol(V)(for sizing primary storage) Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 2,250 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 360 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 3,240 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 3,600 ft' Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 23 Pavers Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.58 Q'V2 Q,V3� 3 Area A(Acres) 1.81 acres QV4 4 Approved Discharge Rate(if applicable) 0.00 cfs QV5 Q,V6 5 Design Volume V 3,600 ft3 Q,VTR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 5,474 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.83 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 4,014 ft, 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 1.00 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers>_Qtorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 24 Pavers 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 15,927 21,483 9,538 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.57 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Q,., 1.58 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) V 2,119 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 fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,324 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 212 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 1,907 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 2,119 ft, Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 24 Pavers Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.57 Q'V2 QV3 3 Area A(Acres) 1.08 acres QV4� 4 Approved Discharge Rate(if applicable) 0.00 cfs QV5 Q,V6 5 Design Volume V 2,119 ft3 Q,VTR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 3,127 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.83 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 2,293 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 1.00 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers>_Qtorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 25 Pavers 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 10,308 18,716 6,046 Acres 0.81 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.55 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. I Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i 2.58 n hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak 1.15 cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) 1,541 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 fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 963 ft' Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 154 ft' Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 1,387 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,541 ft, Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 25 Pavers Runoff Calculations 1 Design Storm 100 Link to: Q,V 2 Weighted Runoff Coefficient C 0.55 QV2 QV3 3 Area A(Acres) 0.81 acres QV4 4 Approved Discharge Rate(if applicable) 0.00 cfs QVS� Q,V6 5 Design Volume V 1,541 ft3 Q,VTR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 2,903 f t 2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.58 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 1,839 ft, 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 1.00 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers>_Qtorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 ACHD Calculation Sheet for Finding Peak Discharge/Volume-Rational Method NOTE:This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology.These calculations shall establish a minimum requirement.The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. rge Rate using th r post-developm Calculate Post-Development Flows(for pre-development flows,increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Baratza Subdivision Phase 2-Area 26 Pavers 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 10,214 27,838 9,023 Acres 1.08 6 Determine the Weighted Runoff Coefficient(C) 0.95 0.45 0.20 C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 0.51 7 Calculate Overland Flow Time of Concentration in Minutes(Tc)or use default 10 user calculate min 10 Min. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients"I 8 Determine the average rainfall intensity(i)from IDF Curve based on Tc i &.42 in hr Business Downtown areas 0.70-0.95 9 Calculate the Post-Development peak discharge(QPeak) Qpeak cfs Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 10 Calculate total runoff vol(V)(for sizing primary storage) ft Multi-family 0.60-0.75 V=CI(Tc=60)Ax3600 Residential(rural) 0.25-0.40 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas 0.70 Industrial and Commercial Enter Percentile Storm I(95th percentile=0.60 in) 95th 0.60 in fight areas 0.80 Enter Runoff Reduction Vol(95th Percentile=0.60-in x Area x C) Vrr 1,192 ft. Heavy areas 0.90 12 Detention:Approved Discharge Rate to Surface Waters(if applicable) cis Parks,Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Railroad yard areas 0.20-0.40 13 Volume Summary Unimproved areas 0.10-0.30 Surface Storage:Basin streets Basin Foreba V 191 ft` Asphalt 0.95 Y Concrete 0.95 Primary Treatment/StorageBasin V 1,716 ft' Brick 0.95 Subsurface Storage Roofs 0.95 Volume Without Sediment Factor(See BMP 20 Tab) V 1,907 ft, Gravel 0.75 Fields:Sandy soil Soil Type Slope A B C D Flat:0-2% 0.04 0.07 0.11 0. Average:2-6% 0.09 0.12 0.15 0. Steep:>6% 0.13 0.18 0.23 0. Adapted from ASCE G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.5,November 2018 ACHD Calculation Sheet for Permeable Interlocking Concrete Pavers (PICP) 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 Baratza Subdivision Phase 2-Area 26 Pavers Runoff Calculations 1 Design Storm 100 Link to: Q,v 2 Weighted Runoff Coefficient C 0.51 Qv2 QV3 3 Area A(Acres) 1.08 acres QV4 4 Approved Discharge Rate(if applicable) 0.00 cfs Q,VS [Q,v6� 5 Design Volume V 1,907 ft3 Q,VTR55 Paver&Aggregate Details 6 Enter Total Paver Area Length L ft 7 Enter Total Paver Area Width W ft 8 Total Paver Area A 5,468 ft2 9 Paver Joint Opening Area per Manf.Spec 0.10 Assume 0.10 10 Depth of Storage Stone 1.00 ft 11 Void Factor of Storage Stone(0.4 Max) 0.40 12 Available Storage in Paver Aggregate VAvaii 2,187 ft' 13 Does Aggregate Have Storage Capacity?Vavail V YES Infiltration 14 Subgrade Infiltration Rate From Soils Report 1.00 in/hr 15 Time to Infiltrate -hrs Aggregate in/hr 16 Joint Aggregate Infiltration Rate:#8 Stone in/hr #8 Stone 500.00 Peak Discharge 17 Time of Concentration Tc min 18 Peak Q QStorm cfs 19 Capacity of Paver Joints QPeak_Pavers 0.00 cfs 20 Can Paver Joints Take Peak Flow?QPeak Pavers>_Qtorm G:\2023\123200\CAD\Calcs and Reports\Storm\Phase 2\123200 Phase 2 ACHD Calcs.xlsm 10/24/2025,1:54 PM Version 10.0,May 2018 Baratza Subdivision: Phase 2 Meridian, ID Storm Water Management Report Appendix C Innovate Geotechnical (IGEO) Geotechnical Evaluation Project No. 321026 Dated: May 12, 2021 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com Geotechnical Engineering Report James Ranch Subdivision Meridian, Idaho PREPARED FOR: Walsh Group PREPARED BY: Innovate Geotechnical Innovate Geotechnical Project No. 321026 May 12, 2021 i INNOVATE GLOTLCHNICAL mEn INNCIVATE GEUTECHNICAL Page 1 of 14 May 12, 2021 Walsh Group Attention: Kelli Black Subject: Geotechnical Engineering Report James Ranch Subdivision Meridian, Idaho Innovate Geotechnical Project No. 321026 Kelli, Submitted herewith is the report of our geotechnical engineering evaluation for the subject site. This report contains the results of our findings and an engineering interpretation of the results with respect to the available project characteristics. It also contains earthwork and site improvement recommendations necessary for development of the property. On April 13, 2021, Innovate Geotechnical staff was on-site and completed 16 test pits up to 10.5 feet below the existing ground surface. Soil samples were obtained during the field operations and were then transported to our office for further testing. Based on the findings of the subsurface investigation and other information, site earthwork and development recommendations are provided. A detailed discussion of observed conditions is presented in this report. We appreciate the opportunity to work with you on this project. If we can be of further assistance or if you have any questions regarding this project, please do not hesitate to contact us at (208) 484-1090. AL Sincerely, �eG ® �� Innovate Geotechnical y S-iZ-zl OF��a� � Sierra Hyde Seth P. Olsen, P.E. Engineering Intern Senior Geotechnical Engineer GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNr1VATF GEOTECHNICAL Page 2 of 14 Table of Contents 1.0 INTRODUCTION.................................................................................................................... 3 2.0 PROJECT UNDERSTANDING .............................................................................................. 3 3.0 SCOPE OF SERVICES............................................................................................................ 3 4.0 SITE CONDITIONS AND FIELD EVALUATION................................................................4 4.1 Surface Conditions....................................................................................................................4 4.2 Field Evaluation........................................................................................................................4 4.3 Subsurface Soil Profile ............................................................................................................. 5 4.4 Infiltration Testing.................................................................................................................... 6 4.5 Groundwater............................................................................................................................. 6 4.6 Site Subsurface Variations........................................................................................................ 8 4.7 Seismic Setting.......................................................................................................................... 8 5.0 CONCLUSIONS AND RECOMMENDATIONS................................................................... 8 5.1 Site Preparation and Earthwork................................................................................................ 8 5.2 Structural Fill............................................................................................................................ 9 5.3 Fill Placement and Compaction.............................................................................................. 10 5.4 Slopes...................................................................................................................................... 10 5.5 Foundation Support................................................................................................................. 10 5.6 Floor Slabs.............................................................................................................................. 11 5.7 Drainage.................................................................................................................................. 11 5.8 Pavement................................................................................................................................. 12 5.9 Infiltration............................................................................................................................... 13 6.0 QUALITY CONTROL........................................................................................................... 13 7.0 LIMITATIONS....................................................................................................................... 13 8.0 REFERENCES ....................................................................................................................... 14 List of Figures Appendices Figure 1 —Vicinity Map Appendix A— Boring Logs Figure 2 —Site Map Appendix B— Laboratory Test Results Appendix C— Dynamic Cone Penetrometer Results GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNI]VATF GEOTECHNICAL Page 3 of 14 1.0 INTRODUCTION Innovate Geotechnical (IGEO) is pleased to present this report which presents the results of our geotechnical engineering evaluation for the proposed James Ranch Subdivision in Meridian, Idaho. The project area is located approximately as shown in the Vicinity Map, Figure 1. 2.0 PROJECT UNDERSTANDING The proposed development is on the southeast corner of McMillan Road and Black Cat Road in Meridian, Idaho. The project entails developing the approximately 78-acre property into 282 lots. The proposed project includes evaluating the site for subsurface characteristics and providing pavement, foundation, earthwork, and infiltration recommendations. The site will be developed as residential. IGEO was asked to provide geotechnical recommendations for this development. Our understanding of the project is based on our communications with you and the Preliminary Concept Layout prepared by KM Engineering and dated April 1, 2021. We understand the proposed residential construction will consist of one and two-story, wood- framed structures supported by shallow foundations. Wall loads are expected to range from 2 to 4 kips per lineal foot. If the construction conditions are different than we have observed, please notify us so that any appropriate modifications to our conclusions and recommendations contained herein may be made. A site plan is presented in Figure 2. 3.0 SCOPE OF SERVICES The purpose of our geotechnical engineering evaluation was to provide recommendations for site development based on our site evaluation, laboratory testing, and engineering analyses. Our specific scope of services included: • Exploration of soil and groundwater conditions underlying the proposed development by completing 16 test pits, dynamic cone penetration testing, and collecting samples for testing. • Laboratory testing to assess pertinent physical and engineering properties of the soil observed. • Engineering analysis and preparation of this report. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNI]VATF GEOTECHNICAL Page 4 of 14 4.0 SITE CONDITIONS AND FIELD EVALUATION Existing surface and subsurface conditions associated with the subject property are presented in this section. 4.1 Surface Conditions The site is in northwest Meridian, Idaho (see Figures 1 and 2). Topographically, the site is relatively level with slight slopes downward from east to west. The elevation drop is approximately 10 feet across the property from approximately 2549 feet above Mean Sea Level (MSL)to approximately 2539 feet above MSL. N Black Cat Rd forms the western boundary of the site. W McMillan Rd forms the northern boundary of the property. Agriculture makes up the observed vegetation on the site. Other residential development surrounds the property. 4.2 Field Evaluation The subsurface soil conditions were determined by performing sixteen (16) Test Pits (TP-1 through TP-16) at the locations shown on Figure 2. Test pits were advanced using a backhoe subcontracted to Wagner. Soil samples were obtained at significant changes of strata and in general accordance with ASTM D-420 and ASTM D-2488. The subsurface conditions observed during the field evaluation are discussed in Section 4.3. Logs of the explorations, including a description of all soil strata encountered, are presented in Appendix A. After completion of the field evaluation, soil samples were tested for their engineering properties. The results of the laboratory testing are presented in Appendix B and shown on the test pit logs in Appendix A. Dynamic cone penetrometer (DCP)tests were performed on six of the test pits (TP-2, TP-3, TP-4, TP-8, TP-10, and TP-14) to assess the in-situ bearing strength characteristics of the subgrade. Results of this testing are presented in Appendix C. Table 1 -Field Evaluation Summary Exploration Approx. Ground Depth Approximate Locations Surface Elevation (feet) WGS 84 (degrees) (feet) Latitude Longitude TP-1 2540 10.5 43.64833 -116.45337 TP-2 2544 9 43.64839 -116.45026 TP-3 2547 9 43.64842 -116.44603 TP-4 2540 9 43.64634 -116.45346 GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNEIVATE GEUTECHNICAL Page 5 of 14 ElevationExploration 'Approx. Ground Depth Approximate Locations Surface :4 • - • - Longitude TP-5 2549 10 43.64687 -116.44364 TP-6 2539 8.5 43.64502 -116.45343 TP-7 2543 8 43.64492 -116.44838 TP-8 2546 9.5 43.64495 -116.44372 TP-9 2541 9.5 43.64728 -116.45171 TP-10 2544 10 43.64730 -116.44968 TP-11 2545 9.5 43.64728 -116.44785 TP-12 2548 8.5 43.64731 -116.44495 TP-13 2543 9.5 43.64621 -116.45110 TP-14 2544 9 43.64592 -116.44849 TP-15 2546 8.5 43.64594 -116.44494 TP-16 2541 8.5 43.64594 -116.44494 4.3 Subsurface Soil Profile The results of our field evaluation and our laboratory testing indicate a fairly uniform subgrade across the site. In general, a mixture of sandy, silty, and clayey soils were observed down to a depth of 2 feet (TP-6) to 6 feet (TP-12) below the existing ground surface. Some cementation was noted in this layer in most of the test pits. This layer was underlain by a gravel layer with varying amounts of sand to the full depth explored (approximately 10.5 feet below the existing ground surface). In most of the test pits,the existing ground surface predominantly overlies brown medium dense silty sand or a moist silt with sand to a depth of up to approximately 3 feet (TP-3, TP-5, TP-9, TP- 11,TP-13, and TP-15) below the existing ground surface.This layer is underlain with a sandy lean clay or a clayey sand up to approximately 5.5 feet below the existing surface. Right below this layer is a poorly graded gravel with sand and various amounts of cobbles up to the full depth explored (approximately 10 feet below the existing ground surface). GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNI]VATF GEUTECHNICAL Page 6 of 14 The other test pits had a moist medium dense silty sand or a sandy silt with up to approximately 6 feet (TP-1, TP-6, TP-10, TP-12, and TP-16) below the existing ground surface. This layer is underlain by poorly and well graded gravel with sand and various amounts of cobbles or a poorly graded sand with gravel and cobbles up to the full depth explored (approximately 10.5 feet below the existing ground surface). In TP-7 and TP-8, the existing ground surface overlies a dry sandy silt or a medium dense silty sand up to a depth of approximately 2.5 feet. This layer is underlain with a poorly graded sand with clay and some gravel (approximately 4 feet below the existing ground surface). Below this is a layer of brown poorly graded gravel with sand and some cobbles up to the full depth explored (approximately 9.5 feet below the existing ground surface). Some of the test pits had a layer of sandy, silty lean clay or a medium dense sandy lean clay up to approximately 2.5 feet (TP-2, TP-4, and TP-14) below the existing ground surface. Below this was a layer of dense clayey sand or a silty, clayey sand up to a depth of 4 feet. This layer is underlain with a poorly graded gravel with sand and some cobbles up to the full depth explored (approximately 9 feet below the existing ground surface). For a detailed description of the soil profiles observed in this evaluation, see the test pit logs in Appendix A. See Figure 2 for the approximate test pit locations. 4.4 Infiltration Testing Infiltration testing was performed in TP-9 and TP-15 at varying depths below the existing ground surface. The infiltration testing was performed in various soil layers. The measured infiltration rates are presented in Table 2. The recommended design infiltration rates are presented in Section 5.9 Infiltration. TABLE 2— Measured Infiltration Rates = Soil Classification Average Measured Infiltration Rate TIP-9 1.5 Silty Sand 28 inches/hour TP-15 2 Silt with Sand 20 inches/hour 4.5 Groundwater Groundwater elevations have been observed since the time of the field evaluation and groundwater has been observed in all the test pits. Table 3 summarizes the groundwater depths observed on the dates indicated. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNCIVATE GEOTECHNICAL Page 7 of 14 TABLE 3 -Groundwater Depths Depth Below Existing Ground Surface(ft) :F During Field Evaluation 4-13-2021 MIS M11 1�11` TP-1 >10.5 >10.5 8.81 TP-2 8 * 6.31 TP-3 6.5 * 5.39 TPA 8.5 8.82 >9 TP-5 9 7.01 6.83 TP-6 7.5 >8.5 >8.5 TP-7 7 7.21 7.16 TP-8 8.5 6.32 6.92 TP-9 8.5 8.09 8.42 TP-10 9 * 7.01 TP-11 8 * 7.51 TP-12 6.5 6.75 6.24 TP-13 8.5 8.5 8.43 TP-14 7.5 TP-15 7 7.51 7.08 TP-16 7 7.76 7.77 *Unable to obtain reading. Numerous factors such as heavy precipitation, irrigation practices, and other unforeseen factors may influence groundwater elevations at the site. The detailed evaluation of these and other factors, which may be responsible for groundwater fluctuations, is beyond the scope of this study. PVC pipe was installed in each of the test pits to act as piezometers and allow for groundwater observation to take place. IGEO will submit groundwater reading results as a part of this project over the next 7 months from the time of the field evaluation. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNCIVATE GEOTECHNICAL Page 8 of 14 4.6 Site Subsurface Variations Based on the results of the subsurface exploration and our experience, variations in continuity and nature of subsurface conditions should be anticipated. Due to the heterogeneous characteristics of soils, care should be taken in interpolating or extrapolating subsurface conditions between or beyond the exploratory explorations. Seasonal fluctuations in groundwater conditions may also occur. 4.7 Seismic Setting According to the findings of our subsurface evaluation and the guidelines of the International Building Code (IBC, 2018) the Site Classification is D (IBC, 2018, section 1613). The following values should be used for site structural coefficients: Short Period Spectral Response Acceleration SS = 0.291g One Second Period Spectral Response Acceleration SI = 0.106g Short Period Spectral Response Design Acceleration SIDS = 0.3049 One Second Period Spectral Design Acceleration SDI = 0.1699 Liquefaction of a soil is defined as the condition when a saturated, loose, cohesion-less, (fine sand-type) soils have a sudden, large decrease, in their ability to support loads. This is because of excessive pore water pressure which develops during a seismic event. Cohesive (clay type) and dense sand and gravel soils typically do not liquefy during a seismic event. Because of the soils observed at the site, it is our opinion that the potential for liquefaction at this site is low under seismic conditions. 5.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our site exploration, laboratory testing, and engineering analyses, it is our opinion that the proposed site may be improved as envisioned. Specific recommendations for the proposed improvements are presented in the following sections of this report. 5.1 Site Preparation and Earthwork 5.1.1 Initial Preparation We recommend that proposed areas for improvements be prepared by clearing and grubbing of both the surface and subsurface of all debris, deleterious and organic matter, and roots greater than %inch diameter. We estimate that the depth of stripping required to remove organic topsoil will range from approximately 2 to 4 inches across the site. We recommend an average topsoil stripping depth of 3 inches be used for planning and cost estimating. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNE]VATF GEDTECHNICAL Page 9 of 14 5.1.2 Grading, Excavations, and Subgrade Preparation Current site grades within the proposed improvements slope gently toward the southwest. We anticipate excavation depths to be fairly consistent across the site. In order to provide uniform bearing conditions for the proposed structures and pavements, we recommend the following site preparation activities: • Within foundation limits,the native soils are to be proof-rolled and compacted to establish final foundation elevations. • Within floor slab limits, the native soils are to be proof-rolled and compacted to establish final slab elevations. • Within the roadway limits, the on-site sandy soils should be proof-rolled prior to placing the aggregate for the proposed roadway section. In the event earthwork activities cause excessive subgrade disturbance,replacement with structural fill may be necessary. A greater depth of disturbance of the subgrade soil may be expected if site preparation work is conducted during periods of wet weather when the moisture content of the soil exceeds optimum. Any soft, loose, wet or otherwise unsuitable soil encountered is to be over- excavated to firm soil, or a depth of 2 feet, whichever is less, and replaced with structural fill, as described below. 5.1.3 Temporary Excavations For temporary excavations less than five feet deep, side slopes should not be made steeper than 0.5:1 (horizontal to vertical). Temporary excavations extending more than five feet and up to ten feet in depth should not be made steeper than 1:1. If unstable conditions or groundwater seepage are encountered, flatter slopes, shoring, or bracing may be required for all conditions. All excavations should be made following OSHA safety guidelines. 5.2 Structural Fill Soil used to support the foundations and/or the proposed extension of Dry Creek Ranch is classified as structural fill for the purposes of this report. 5.2.1 Structural Fill Structural fill shall consist of granular soils free of organics, debris, or other deleterious materials and no particles larger than four inches in maximum dimension. Structural fill shall meet the specifications described below: • Structural fill placed below structural foundations should consist of well-graded, sand and gravel material with no more than 12% passing the #200 sieve. Equivalent specifications may be used if approved by the project geotechnical engineer. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNCIVATE GEOTECHNICAL Page 10 of 14 5.2.2 Use of on-site Soil The on-site sandy soils observed in our test pits may be reused as structural fill, provided it is reworked and meets the requirements set forth above. 5.3 Fill Placement and Compaction The various types of compaction equipment have their limitations as to the maximum lift thickness that can be compacted. For example, hand operated equipment is limited to lifts of about four inches and most "trench compactors" have a maximum, consistent compaction depth of about six inches. Large rollers, depending on soil and moisture conditions can achieve compaction at eight to twelve inches. The full thickness of each lift should be compacted to at least the following percentages of the maximum dry density (MDD) as determined by ASTM D- 1557: 1. Compacted fill/native soils, supporting foundations 95% 2. Compacted fill/native soils, below floor slabs 95% 3. Compacted fill/native soils, below pavement 95% 4. Backfill of trenches a. Below foundations 95% b. Below pavement 95% c. Others 90% Field density tests should be performed on each lift as necessary to ensure that compaction is being achieved. Conditions of the structural fill, site grading fill, and compacted native soil should be evaluated by in-place density tests, visual evaluations, probing and proof-rolling as these materials are prepared to determine compliance with the contract documents and recommendations in this report. Over compaction should be avoided as increased compaction effort will result in lateral pressures higher than those provided in this report. 5.4 Slopes For permanent re-worked slopes on the property, we recommend slopes of no more than 2Horizontal : 1Vertical. Shallower slopes may be needed where loose, soft,or otherwise unstable slopes are encountered. 5.5 Foundation Support We anticipate that the proposed footings will be established at a minimum elevation of two feet below the existing ground surface.To establish uniform bearing conditions the proposed footings should be established entirely on a specific zone of compacted native soils, as described previously. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNEIVATE GEDTECHNICAL Page 11 of 14 Foundations may be designed using a maximum allowable bearing pressure of 1,500 psf. In addition to the fill recommendations presented previously in this report, the following recommendations should be implemented: • Continuous footing width should be maintained at a minimum of 18 inches. • Spot footings should be a minimum of 30 inches in width. • Exterior footings should be placed a minimum of 24 inches below final grade for frost protection, and interior footing shall be placed a minimum of 16 inches below grade. • Drainage around the site should be created so that water is not allowed to flow into the excavation during or after construction. The allowable bearing pressure may be increased by 1/3 for temporary loads such as wind and seismic forces. Based on the preliminary maximum foundation loads, as presented above, and given that the foundations are supported as described in this report, we estimate that total settlement will be less than about 1 inch. Differential settlement is estimated to be less than about % of the total settlement. Post-construction settlement should be minor. Loose soil or otherwise unsuitable soil not removed from footing excavations, or disturbance of soil at foundation grade during construction could result in larger settlements than estimated. 5.6 Floor Slabs Floor slabs may be supported on structural fill overlying the on-site soils as recommended in the previous sections of this report. We recommend the slab be designed using a modulus of vertical subgrade reaction (k) of 100 pounds per cubic inch (pci). To help control normal shrinkage and stress cracking, the floor slabs should have the following features: • Adequate reinforcement for the anticipated floor loads with the reinforcement continuous through interior floor joints • Frequent crack control joints • Non-rigid attachment of the slabs to foundation walls and bearing slabs 5.7 Drainage All soils can experience some volume change when exposed to water. Therefore, adequate site drainage is always important. Site grading design and construction should be implemented to assure that all surface water is directed away from the foundation bearing soils. We recommend the following actions be taken: GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNEIVATE GEOTECHNICAL Page 12 of 14 1. All areas around the buildings should be sloped to provide drainage away from the structures. We recommend a minimum slope of 6 inches in the first 10 feet away from the structure. 2. All roof drainage should be collected in rain gutters with downspouts designed to discharge well beyond the backfill limits or the stormwater drainage system, if applicable. 3. Adequate compaction of the foundation backfill should be provided. We suggest a minimum of 90% of the maximum laboratory density as determined by ASTM D-1557. Water consolidation methods should not be used under any circumstances. 4. Sprinklers should be aimed away from the foundation walls. The sprinkling systems should be designed with proper drainage and be well-maintained. Over watering should be avoided. 5. Other precautions may become evident during construction. 5.8 Pavement The flexible pavement evaluation was performed using the Gravel Equivalence (GE) method. In our evaluation we analyzed a roadway classification of local road and collector road. In general, the thickness of the asphalt pavement is predominantly controlled by the traffic and the thickness of the base and sub-base layers is predominantly controlled by the subgrade conditions. The results of the R-value testing indicate an R-values of 32 (TP-4) and 55 (TP-10). The total thickness analysis was developed based on an estimated R-value of the subgrade soil of 32 and traffic data recommended by Ada County Highway District (ACHD). ACHD recommends using a traffic index (TI) of 6 for local roads and a TI of 8 for collector roads.The flexible pavement design criteria are summarized in Table 4. TABLE 4-Flexible Pavement Design Criteria Design Characteristic Design Value Design Life 20 Years T.I.=6.0 (Local Roads) Traffic T.I.=8.0 (Collector Roads) Idaho Climatic Factor 1 Subgrade R-Value=32 Subbase R-Value=60 Untreated Base Course (UTBC)—%" crushed aggregate R-Value=80 Substitution Ratios Asphalt 1.95:1.0 GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNI]VATF GEOTECHNICAL Page 13 of 14 Base 1.10:1.0 Subbase 1.0:1.0 The recommended total design pavement section for the flexible pavement of the roadways is presented in Table 5. TABLE 5-Flexible Pavement Sections Flexible Subbase Total Flexible Pavement Pavement Base Thickness Thickness Thickness Section Thickness (inches) (inches) (inches) ------------ Local Road 2.5 4 6 12.5 Collector Road 3.2 6 9 18.2 5.9 Infiltration Based on our field evaluation and our understanding of the soils anticipated at the site, applying a factor of safety of 2 for the measured infiltration rate,we recommend using a design infiltration rate of 8 inches/hour for the drainage facilities on site. Variations in the infiltration properties of the soils on site can be expected. We recommend performing an infiltration test to verify the facility specific infiltration rate at the design depth during construction. 6.0 QUALITY CONTROL Our recommendations in this report are based on the assumption that adequate quality control testing and observations will be conducted during construction to verify compliance. 7.0 LIMITATIONS The recommendations provided herein were developed by evaluating the information obtained from the subsurface investigation and our experience in the area. The exploration data reflects the subsurface conditions only at the specific locations at the particular time designated on the logs. Soil and ground water conditions may differ from conditions encountered at the actual exploration locations.The nature and extent of any variation in the explorations may not become evident until during the course of construction. If variations do appear, it may become necessary to re-evaluate the recommendations of this report after we have observed the variation. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties, either expressed or implied. GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 mEn INNCIVATF GEUTECHNICAL Page 14 of 14 8.0 REFERENCES AASHTO Guide for Design of Pavement Structures, American Association of State Highway and Transportation Officials, 1993. ASTM, American Society for Testing and Materials Ada County Highway District. Policy Manual. Asphalt Institute. The Asphalt Handbook. Manual Series No. 4 (MS-4) 1989 edition. IBC, International Building Code, 2018 Edition Idaho Standards for Public Works Construction 2017 Edition. Fundamentals of Geotechnical Analysis— Dunn, Anderson, and Kiefer (1980) Essentials of Soil Mechanics and Foundations— David F. McCarthy (2007) Foundation Engineering— Peck, Hanson, and Thornburn (1994) Principles of Foundation Engineering— Braja M. Das. (2004) GEOTECHNICAL ENGINEERING 1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090 James -Ranch Subd Ais.19n 'i2i Meridian, Id6ho ` , SITE its if - ... .. A Aw aid a; L ` Mw INNOVATE Approximate Site Location GEUTECHWAL James Ranch Subdvision Date: 13-April-21 Figure: Vicinity Map Project No: 321026 Drawn By: S. Hyde 1 Locations are approximate Client: Walsh Group 1 Jame : ^ .nch Subdivision eri i o M { or } ..:.. _. .. _ . .r TF - TP TP-9 : . - TPWI3 4 TP- , INNOVATE ® Approximate Test Pit Locations GEOTECHNIEAL James Ranch Subdivision Date: 13-April-21 fFFigure: Site Map Project No: 321026 Drawn By: S. Hyde2 Locations are approximate Client: Walsh Group mEn INNnVATE GEHTECHNICAE Appendix A INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-1 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2540 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION --- LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was not observed. AFTER EXCAVATION --- ATTERBERG ui a z W o LIMITS w = v �w �^ �� 0- �^LU ��- } z a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O J� J DQ W.- Q W H H� U W V o Wv �J o-n U� mO> Y" �" H �g cng H c7 2z W Uz O o: 20 0J QJ Qz wv U) a M U o z 0 0.0 D J IL SANDY SILT,(ML)brown,moist, medium dense U) Uj w z 0 U) 0 m U Z K U W Q 2.5 •• z 0 GB 29 51 m 51 %fines,Cemented below 3.5' 1 U K W Q ~ POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) z W o 0 5.0 .o'•D: 0 Q• °ao. J Q ° . o GB d Piezometer Installed at 9.5' 2 U) o'•D: 0� Q• .. w U o'•D: 7.5 N o'•D: o. 0 0 0'•D: a Q• J U) ~ o. Z �o. z Q• 0 10.0 .o'•D: m O• Uj U Bottom of test pit at 10.5 feet. 0 w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-2 mEn1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 IULU GEOTECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.00 ft/Elev 2536 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z o MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an o� mo> Y" �" H �g cng H c7 2z W Uz O o 20 �� Q J Qz wv u D Z a p U o 0.0 o_ E: J SANDY LEAN CLAY,SILTY, (CL-ML)brown, moist, medium a dense Uj 54%fines, brown, moist,dense,Some Cementation G16 20 29 23 6 54 0 U) o CLAYEY SAND,SILTY, (SC-SM)13%gravel,56%sand,31 % fines, DCP Test at 2.5' U) U Z Q K U w 2.5 GB z Brown, moist,dense 2 24 31 0 U) 0 m U Z Q K U Uj a POORLY GRADED GRAVEL WITH SAND,(GP)Piezometer a ° Installed at 9' z Q'w D 5.0 .°IBa. 0 0 J O V IB0. Y Q o D: Q GB �' J B0. 3 U Q U w o D: N 7.5 o D: O 7 a c� J Oh' 0 °Va. U) o D: z Bottom of test pit at 9.0 feet. z z J U 2 m 2 U w H U w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-3 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2547 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 6.50 ft/Elev 2540.50 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 6.5'. AFTER EXCAVATION --- ATTERBERG ui a z W o LIMITS w = v �w �^ �� 0- �^LU ��- } z a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O J� J DQ W.- Q W H H� U W V o Wv �J o-n U� m0> Y" �" H �g cng H c7 2z W Uz O o 20 0J QJ Qz wv U) a M U o z 0 0.0 D J IL SILTY SAND,(SM)brown,moist, medium dense U) Uj w z GB > 1 0 m SANDY LEAN CLAY, (CL)brown,moist, medium dense z w w 2.5 GB z 59%fines, DCP Test at 2.5' 2 26 59 0 m U Z K Cl) W ~ POORLY GRADED GRAVEL WITH SILT AND SAND, (GP-GM) z LU o 5.0 O GB U Piezometer Installed at 9' 3 0 J Y O J ° U U) O W C7 U - 0 U O rn v 0 N 7.5 o F o O U O < J In ° 7 0 O U) z Bottom of test pit at 9.0 feet. z z J U 2 m 2 U W H O w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-4 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2540 TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.50 ft/Elev 2531.5 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� mO> Y" �" H �g cng H C7 2z W UZ O Z �O �� Q J QZ wv u d - 0 0.0 a p U o_ � J IL SANDY LEAN CLAY/SANDY SILT, (CL)brown,dry, medium dens U) Uj w � R-Value=32 21 34 24 10 77 z ° GB 18 31 22 9 55 0 55%fines 1 m U Z Q K U W Q 2.5 GB o CLAYEY SAND, (SC)dense, DCP Test at 2.5' 2 U) 0 m z POORLY GRADED GRAVEL WITH SAND,(GP)dry,dense, °' Piezometer Installed at 9' °' w U ° °- z Z o• D w 3 5.0 o 0 � o'•D J U U) 0• � K w o'•D. U n 7.5 °�o• 0 o' D. 17 U) Q. - °Ld. z Bottom of test pit at 9.0 feet. z z J U 2 m 2 U W H U w c� INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-5 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2549 TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 9.00 ft/Elev 2540 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 9'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g cng H C7 2z W UZ O Z �O �� Q J QZ wv u d - 0 0.0 a p U o_ � J IL SILTY SAND,(SM)brown,moist, medium dense U) Uj w 0 GB > 1 s m U Z Q K w SANDY LEAN CLAY, (CL)moist, medium dense 2.5 GB 0 4%gravel,41 %sand,55%fines,Some Cementation 2 24 55 U) 0 m U Z Q K Cl) W Q F Z W 5.0 0 0 POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) °0 moist,dense, Piezometer Installed at 9.5' J o• p. U Q•' , U 0 6o. o. w U O• a. N 7.5 O•' N o aa. c� of o. Q o •. . n17 o'•D: 0 o'aa. z o'•D: z o aa. 0 10.0 = Bottom of test pit at 10.0 feet. m x U W 0 O w " INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-6 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2539 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.50 ft/Elev 2531.50 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 7.5'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g Ug H C7 2z W UZ O Z �O Q J QZ wv u d - 0 0.0 o o U o_ � J IL SANDY SILT,(ML)brown,moist, medium dense U) Uj w z O U) 0 m GB U 22 60 60%fines 1 z w o;•:::;:. POORLY GRADED SAND WITH GRAVEL,COBBLES,(SP) Q 2.5 brown,dry, medium dense z O U) 49%gravel,50%sand, 1 %fines, Piezometer Installed at 8.5' 26 4 1 U U LU Q p'. LU 0 5.0 p;: : 0 0 Q J LU U o . K N p'. V N 7.5 :' V m J Bottom of test pit at 8.5 feet. 0 U) z U z J O U 2 m 2 U W H O w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-7 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2543 TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.00 ft/Elev 2536.0 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 7'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� mO> Y" �" H �g cng H C7 2z W UZ O Z �O �� Q J QZ wv u d - 0 0.0 a p U o_ � J a SANDY SILT,(ML)brown,dry, medium dense U) Uj w z ° GB 22 56 0 56%fines 1 m L) POORLY GRADED SAND WITH CLAY,(SP-SC)brown GB w Some Cementation 2 Qz 2.5 0 U) 0 m U Z Q K Cn Uj a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) a ° brown, moist,dense, Piezometer Installed at 8' z Q. w D 5.0 .°IB°. 0 0 � O < h`° J Y Q o D: J U w U ° O D. v Q - N 7.5 .° o D: Q. m Bottom of test pit at 8.0 feet. a J U) 0 U) Z z Z J U 2 m 2 U w H U w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-8 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2546 TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.50 ft/Elev 2537.50 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION --- ATTERBERG ui a z W o LIMITS w = v �w �^ �� 0- �^LU ��- } z a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O J� J DQ W.- Q W H H� U W V o Wv �J o-n U� m0> Y" �" H �g cng H c7 2z W Uz O o 20 0J QJ Qz wv U) a M U o z 0 0.0 D J IL SILTY SAND,(SM)brown,medium dense U) Uj w z GB > 1 0 m U Z Q K U W 2.5 GB a POORLY GRADED SAND WITH CLAY AND GRAVEL,(SP-SC) 2 21 9 U) 30%gravel,61 %sand,9%fines, brown,dry,dense, DCP Test o at 2.5' Uj U K Uj a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) a ° Piezometer Installed at 9.5' z Q'w D 5.0 .°IB°. 0 0 J IB0 O V. Y Q o D: J U w o D: N 7.5 ° o D: Q. ° 0 0� c� J U) O' 0 .° - U) o b: � Q. z Bottom of test pit at 9.5 feet. J U 2 m 2 U W H O w . INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-9 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 GEFECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2541 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.50 ft/Elev 2532.5 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g cng H C7 2z W UZ O Z �O �� Q J QZ wv u d - 0 0.0 a p U o_ � J IL SILTY SAND,(SM)brown,moist, medium dense U) Uj w 0 GB o Infiltration Test at 1.5' 1 m U Z Q K U w 2.5 GB o SANDY LEAN CLAY, (CL)66%fines, brown,dry,dense,Some 2 24 66 U) Cementation s m U Z Q K U w Q z POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) LU brown,dense, Piezometer Installed at 9.5' 0 5.0 .o'•D: 0 Q• °ao. J a O•' U U) o'•D: � Q• .. w U o. U o'•D: 7.5 N o'•D: o. 0 °i a J 7- 0 U) ~ o. Z �o. Bottom of test pit at 9.5 feet. J O U 2 m 2 U w H O w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-10 mEn1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 IULU GEOTECHNICAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 9.00 ft/Elev 2533.0 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 9'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g cng H C7 2z W UZ O Z �O �� Q J QZ wv u D o 0.0 a p U o_ E: J a SILTY SAND/SILT WITH SAND,(SM)brown,moist, medium dens U) Uj w z 0 U) R-Value=55 25 36 31 5 76 s m U) GB 45%fines 1 z w w 2.5 21 45 z 0 U) 0 m = GB z POORLY GRADED GRAVEL WITH CLAY AND SAND,(GP-GC) 2 ° brown, DCP Test at 3.5' w o Piezometer Installed at 10' o z ZLU O L) 5.0 ° 0 0 � o J Y ° � O J U U) 0 L o U 0 rn O N 7.5 ° � o 0 U 0 0i � O V) 7 0 0 H O - Z_ U (n 0 Z � O 0 10.0 = Bottom of test pit at 10.0 feet. m U w 0 U w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-11 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2545 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.00 ft/Elev 2537 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g cng H C7 2z W UZ O 20 �� Z Q J QZ wv u d - 0 0.0 a p U o_ � J IL SILTY SAND,(SM)brown,medium dense U) Uj w z GB > 1 s m U Z Q K w CLAYEY SAND, (SC)light brown Q 2.5 GB z Some Cementation 2 0 0 m U Z Q K Cl) W Q Z W 5.0 .• ° POORLY GRADED GRAVEL WITH SAND,(GP)brown o °. o D: Y O Q o D: 0� GB 82%gravel, 18%sand,0%fines, Piezometer Installed at 9.5' 3 3 0 o D: O N 7.5 O - oi J 0�° U) 2�1 Bottom of test pit at 9.5 feet. J ° U 2 m 2 U W 0 U w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-12 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2548 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 6.50 ft/Elev 2541.5 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 6.5'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� m0> Y" �" H �g cng H C7 2z W UZ O 20 �� Z Q J QZ wv u d - 0 0.0 o o U o_ � J IL SANDY SILT,(ML)brown,moist, medium dense U) Uj w z GB > 1 s m U Z K U W 2.5 GB 029%fines 2 29 62 U) > 0 m U K Cl) W Q F z W 5.0 0 0 J Y Q o POORLY GRADED GRAVEL WITH SAND,(GP)brown,wet, U) ° medium dense LU o' D. � Q - U . GB o D: Piezometer Installed at 8.5' 3 N 7.5 0 o' D. � Q 0 o D. Bottom of test pit at 8.5 feet. 0 U) 0 z z z J U 2 m 2 U W 0 U w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-13 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2543 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.50 ft/Elev 2534.5 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >O 0 z Q w w z Q w o H U w OU o wv �J an O� m0> Y" �" H �g cng H c7 2z W Uz O o 20 �� Z Q J Qz wv u d - 0 0.0 a p U o_ � J IL a SILTY SAND,(SM)brown,dry, medium dense U) Uj w 0 0 U) 0 CLAYEY SAND, (SC)brown,dry,dense m U Z < GB w Cemented 1 Q 2.5 z 0 0 m z POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)dry, °' dense, Piezometer Installed at 9.5' °' w U ° °- z Z o• D w 3 5.0 0 0 � o'•D o'•D: GB 4 3 Q 66%gravel,31 %sand,3%fines 2 U) ° ° LU w o'•D: U 7.5 Q. N ° O. 0 o' D: 77 U) Q. - U) ° o. 6.0 z Bottom of test pit at 9.5 feet. J O U 2 m 2 Uc� w H O w INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-14 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 7.5 ft/Elev 2536.5 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 7.5'. AFTER EXCAVATION --- ATTERBERG ui a z W o LIMITS w = v �w �^ �� 0- �^LU ��- } z a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O J� J DQ W.- Q W H H� U W V o Wv �J o-n U� m0> Y" �" H �g cng H c7 2z W Uz O o 20 0J QJ Qz wv U) a 0 U o_ - z 0 0.0 CL E: J a LEAN CLAY WITH SAND,(CL)brown,moist, medium dense U) w z ° GB 20 36 23 13 73 0 73%fines 1 m U Z Q K U W Q 2.5 GB o CLAYEY SAND, (SC)brown,dry,dense, DCP Test at 2.5' 2 U) 0 m U Z Q K Cn Uj a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) a °'. moist,dense, Piezometer Installed at 9' z Q'w D 5.0 .° 0 0 J IB0 O V. Y Q o D: J U w o D: N 7.5 .o V o D: Q. 0 0�c� J O' 0 ° U) o D: z Bottom of test pit at 9.0 feet. z z J U 2 m 2 U W H O w 0 INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-15 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2546 TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS: EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.00 ft/Elev 2539 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 7'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w d Hm W� �ZJ Hw ~� �Z () H Z O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o wv �J an U� mO> Y" �" H �g cng H C7 �z W UZ O �O � Z � Q J QZ wv u D 0 0.0 a p U o_ E: J SILT WITH SAND, (ML)brown,moist, medium dense, Infiltration a Test at 2' 0 W z U U) 0 m U Z Q K U W 2.5 GB 0 72%fines 1 20 72 U) m CLAYEY SAND, (SC)brown,dry,dense,Cemented U Z K Cl) W Q F z W 5.0 0 0 POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP) °0 brown,Some Cementation o• p. U Q•' , U o. � °'d. GB o'•D: Piezometer Installed at 8.5' 2 U O• a. 7 �o. - N 7.5 O•' N o aa. c� of o. Q o •. . J Bottom of test pit at 8.5 feet. 0 U) 0 z z z J U 2 m 2 U W 0 U w " INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-16 irin1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1 Boise,Idaho 83709 MTEMMAL Telephone:(208)484-1090 CLIENT Walsh Group PROJECT NAME James Ranch Subdivision PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2541 ft TEST PIT SIZE inches EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS: EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 7.00 ft/Elev 2534 ft LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION --- NOTES Groundwater was observed at 7'. AFTER EXCAVATION --- ATTERBERG a z w o LIMITS w a- Hm W� �Z J Hw ~� �Z U H Z CL O MATERIAL DESCRIPTION J g >O 0 z Q w w z Q w o H U w OU o wv �J a n O� m0> Y" �" H �g cng H c7 2z W Uz O o 20 �� Z Q J Qz wv u d - 0 0.0 a p U o_ � J IL SILTY SAND,(SM)brown,moist, medium dense U) Uj w z 0 U) 0 m U) GB L 1 z w w Q 2.5 z 0 U) 0 m z WELL GRADED GRAVEL WITH SAND,(GW)brown, moist to W '�`. wet,dense Cl) ►. w • F Z w • ,. 0 �• •: 0 Q GB 5 0 Y ,.�• 75%gravel,25%sand,0%fines, Piezometer Installed at 8.5' 2 J U • w I , 17 LU U n • b. 7.5 N • Bottom of test pit at 8.5 feet. 0 U) z z z J U 2 m 2 U w 0 O w 0 mEn INNnVATE GEHTECHNICAE Appendix B U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m 0 z 50 U) Q a 40 z w U 30 Of w a 20 10 0 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE INNOVATE James Ranch Subdivision H] Ell Boring/ Depth Content Gravel Sand Fines USCS _Symbol Test Pit (%I o) -o) (%I Class Soil Classification- I U L U GECTECHNICAL Date: TP-1 3 29 51 MIL Sandy Silt Sieve Analysis 5/11/2021 ❑ TP-2 0.5 20 54 ML Sandy Silt Results Figure. Project: TP-2 2.5 24 13 56 31 SC-SM Silty,Clayey Sand 321026 X TP-3 2.5 26 - - 59 CL Sandy Lean Clay Ada County, B � i 0 TP-4 1 18 - - 55 CL Sandy Lean Clay Idaho Client: Walsh Group U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m 0 z 50 Q a 40 z w U 30 w a 20 10 0 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE INNOVATE James Ranch Subdivision Boring/:_Symbol_:_Test Pit_-___(feet)_ (%I__ o) o) (%I Class Soil Classification--- I U L U GECTECHNICAL Date: TP-5 2.5 24 4 41 55 CL Sandy Lean Clay Sieve Analysis 5/11/2021 ❑ TP-6 1.5 22 - - 60 ML Sandy Silt Results Figure. Project: At TP-6 3 4 49 50 1 SP Poorly Graded Sand with 321026 Gravel Ada County, X TP-7 1 22 - - 56 ML Sandy Silt Idaho Client: Walsh B -2 0 TP-8 2.5 21 30 61 9 SP-SC Poorly Graded Sand with Group Clay and Gravel U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m (D z 50 Q a 40 z U 30 w a 20 10 0 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE INNOVATE James Ranch Subdivision Boring/ H] Ell GECTECHNICAL Date: TP-9 2.5 24 1 33 66 CL Sandy Lean Clay Sieve Analysis 5/11/2021 ❑ TP-10 1.5 21 - - 45 SM Silty Sand Results Figure. Poorly Graded Gravel with Project: TP-11 6.5 3 82 18 0 GP 321026 Sand Ada County, X TP-12 2.5 29 - - 62 ML Sandy Silt Idaho Client: Walsh B -3 TP-13 6 4 66 31 3 GP Poorly Graded Gravel with Group Sand U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 90 80 70 w } 60 m (D z 50 U) Q 0- 40 z w Ail 0 30 w a 20 10 0 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL I SAND SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE INNOVATE James Ranch Subdivision Sample Moisture IULU GECTECHNICAL Boring/ D., Date: _Symbol Test Pit ...(feet)... (%I... o) 6) o Class Soil Classification Sieve Analysis 5/11/2021 Results Figure: TP-14 1 20 73 CL Lean Clay with Sand Project: 321026 ❑ TP-15 2.5 20 72 ML Silt with Sand Ada County, B -4 Idaho Client: Walsh . TP-16 5.5 5 75 25 0 GW Well Graded Gravel with Group Sand 60 O 50 , a ' G x ;' w ; 0 40 ' Oz z U) 30 ' Q OVor ' O /0000 20 ' CO MH or OH 10 , CLMM ML Ir OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(LL) INNOVATE James Ranch Subdivision Symbol Location Depth Limit Limit Index(PI) Class Soil Classification* I Ll L I I r,I:nTrEHMEAL Date: Atterberg 5/11/2021 TP-2 0.5' 29 23 6 ML Sandy Silt Limits Results Figure. e Project: 321026 ❑ TP-4 1' 31 21 10 CL Sandy Lean Clay Ada County, B -5 A Idaho Client: Walsh TP-14 1' 36 23 13 CL Lean Clay with Sand Group *Based on Sieve Analysis Results A M E R I C A N American Geotechnics Project Information T E C H N I C S Report to: Innovate Geotechnical Project: James Ranch Report Date: 4/23/2021 File No.: 02787.55 Material Information Date Sampled: April 2021 Sampled By: Client Date Received: 4/14/2021 Date Tested: 4/16 through 4/22/2021 SUMMARY OF LABORATORY RESULTS Lab Sample Depth Water %Passing Liquid Plasticity Soil Number Type (ft) Index Type Borehole Content #200 Limit Remarks o o (/o) Sieve (/o) 21-0159 TP-04 Bulk 0.5'-1.5' 21.1 76.8 34 10 ML -- 21-0160 TP-10 Bulk 1.0'-2.0' 24.7 75.9 36 5 ML -- Prepared By: Travis Thomsen American Geotechnics ATTERBERG LIMITS REPORT iM E R� A� .0 1�. T E C H N I C S CLIENT: Innovate Geotechnical PROJECT NAME:James Ranch FILE NUMBER: 02787.55 PROJECT LOCATION:Ada County, Idaho 60 CL CH 50 x 40 w z 30 a J a 20 10 /000 CL-ML m ML MH 0 0 20 40 60 80 100 LIQUID LIMIT(%) Specimen Identification MC LL PL PI Fines Classification • TP-04 Bulk 0.5 21.1 34 24 10 77 SILT with SAND (ML) m TP-10 Bulk 1.0 24.7 36 31 5 76 SILT with SAND (ML) Prepared By: Travis Thomsen American Geotechnics PARTICLE-SIZE DISTRIBUTION REPORT iM E R� A� .0 1�. TECHNICS CLIENT: Innovate Geotechnical PROJECT NAME:James Ranch FILE NUMBER: 02787.55 PROJECT LOCATION:Ada County, Idaho U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 3/4 1/2 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x w 60 � 55 m 0r w 50 z LL z 45 w 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS LCOBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification D10 D30 D60 • TP-04 Bulk 0.5 SILT with SAND(ML) -- -- -- TP-10 Bulk 1.0 SILT with SAND(ML) -- -- -- Specimen Identification %Gravel %Sand %Fines D15 D50 D85 Cc Cu MC LL PI • TP-04 Bulk 0.5 5.0 18.2 76.8 -- -- 0.194 -- -- 21.1 34 10 m TP-10 Bulk 1.0 3.0 21.1 75.9 -- -- 0.356 -- -- 24.7 36 5 Prepared By: Travis Thomsen American Geotechnics American Geotechnics A M E R I C A N 5260 Chinden Blvd. MIr r Boise, Idaho 83714 Phone:(208) 658-8700 J W Fax: (208) 658-8703 T E C H N I C S Report To: Innovate Geotechnical Report Date: 4/22/2021 Project: James Ranch Date Sampled: April, 2021 Project No.: 02787.055 Date Received: 4/14/2021 Sample ID: TP-4, Bulk; 0.5'-1.5' Tested By: PC Soil Description: Silt with Sand (ML) Lab Number: 21-0159 R-VALUE IDAHO T-8 Point 1 Point 2 Point 3 Drainage Description Zero Zero Zero R-Value @ 200 PSI Dry Density, PCF 100.8 101.2 101.6 Exudation Pressure Moisture Content, % 22.4 21.8 21.3 Exudation, PSI 164 218 288 32 R-Value(Corrected) 19 37 50 Expansion, PSI 0.09 0.22 0.31 —N R-Value 200 psi Expansion Gradation: AASHTO T-11, T-27 4.0 9000 Screen %Passing %Passing 8000 Sizes As Received As Tested 4" 3.0 7000 3" N J 2" a 6000 100 3 tll 2! 2.0 5000 d 3/4" 99 a r 1/2" 99 4000 3/8" 98 No. 4 95 100 w 1.0 3000 w No. 8 2000 No. 16 No. 30 0.0 1000 No. 50 90 80 70 60 50 40 30 20 10 0 No. 100 R-Value(Corrected) No. 200 This report covers only material as represented by this sample and does not necessarily cover all soils from this layer or source. Reviewed By: Travis Thomsen American Geotechnics A M E R I ( A N 5260 Chinden Blvd. r Boise, Idaho 83714 Phone:(208) 658-8700 J Fax: (208) 658-8703 T E C H N I C S Report To: Innovate Geotechnical Report Date: 4/22/2021 Project: James Ranch Date Sampled: April, 2021 Project No.: 02787.055 Date Received: 4/14/2021 Sample ID: TP-10, Bulk; 1.0'-2.0' Tested By: PC Soil Description: Silt with Sand (ML) Lab Number: 21-0160 R-VALUE IDAHO T-8 Point 1 Point 2 Point 3 Drainage Description Zero Zero Zero R-Value @ 200 PSI Dry Density, PCF 92.8 93.5 94.0 Exudation Pressure Moisture Content, % 25.8 25.3 24.8 Exudation, PSI 88 186 386 55 R-Value(Corrected) 51 55 58 Expansion, PSI 0.40 0.62 0.92 el —N R-Value 200 psi Expansion Gradation: AASHTO T-11, T-27 4.0 9000 Screen %Passing %Passing 8000 Sizes As Received As Tested 4" 3.0 7000 3" N J 2" a L 6000 „ 1„ � 3 tll d 2.0 5000 d 3/4" a a r L 1/2" 4000 3/8" 100 X No. 4 97 100 w 1.0 3000 w No. 8 TIA 2000 No. 16 No. 30 0.0 1000 No. 50 90 80 70 60 50 40 30 20 10 0 No. 100 R-Value(Corrected) No. 200 This report covers only material as represented by this sample and does not necessarily cover all soils from this layer or source. Reviewed By: Travis Thomsen mEn INNnVATE GEHTECHNICAE Appendix C DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-2 @ 2.5' Soil Type(s): Silty,Clayey Sand No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 5 635 25.0 24.0 609.6 10 657.225 25.9 20 688.975 27.1 24.5 25.0 635 25.5 c E — E x 3 IL 26.0 660.4 a G W 0 26.5 27.0 685.8 27.5 L28.0 711.2 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C- 1 DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-3 @ 2.5' Soil Type(s): Sandy Lean Clay No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 5 655.6375 25.8 24.0 609.6 5 692.15 27.3 10 749.3 29.5 20 803.275 31.6 25.0 635 26.0 660.4 27.0 685.8 c E - E 3 3 H � W 28.0 711.2 d G W 0 29.0 736.6 30.0 762 31.0 787.4 32.0 812.8 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C-2 DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-4 @ 2.5' Soil Type(s): Clayey Sand No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 10 660.4 26.0 25.0 635 10 676.275 26.6 20 703.2625 27.7 25.5 26.0 660.4 c E — E 3 3 w 26.5 a G W 0 27.0 685.8 27.5 28.0 711.2 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C-3 DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-8 @ 2.5' Soil Type(s): Poorly Graded Sand No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 10 641.35 25.3 25.0 635 10 660.4 26.0 20 685.8 27.0 25.5 26.0 660.4 c � — E 3 3 w 26.5 a G W 0 27.0 685.8 27.5 28.0 711.2 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C-4 DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-10 @ 3.5' Soil Type(s): Silty Sand No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 25.0 5 628.65 24.8 24.0 609.6 5 644.525 25.4 10 669.925 26.4 20 688.975 27.1 24.5 25.0 635 25.5 c E - E 3 3 IL 26.0 660.4 d G W 0 26.5 27.0 685.8 27.5 28.0 711.2 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C-5 DCP TEST DATA-Sowers Project: James Ranch Subdivision Date: 13-Apr-21 Location: TP-14 @ 2.5' Soil Type(s): Clayey Sand No.of Accumulative Standard"N"Resistance(blows per foot) Blows Penetration (mm) (inches) 0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 5 631.825 24.9 24.0 609.6 10 641.35 25.3 20 657.225 25.9 24.2 24.4 24.6 c 24.8 2 3 H � w 25.0 635 a G W 0 25.2 25.4 25.6 25.8 26.0 660.4 0.0 5.0 10.0 15.0 Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing, Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of Testing and Materials,1966,pg.29. Figure C-6 Ir INNOVATE G L 0 GEOTECHNICAL Baratza Subdivision: Phase 2 Meridian, ID Storm Water Management Report Appendix D GeoTek, Inc Ground Water Monitoring Project No. 2676-ID dated Dated: November 2024 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com — . — — -- W McMillan Rd - r„�►-- I " 17 TP-I TP-6 I o 4 CC _ TP-8 V TP-5 TP-9 u �} {T � � T mi. -2 Z I f L I y 7 ' TP-3 + P-4 TP-10 Er + POW- 1.41M L APPROXIMATE EXCAVATION LOCATIONS Source: Google Earth 2023, GeoTek Field Observations, 2023. Not to Scale FIGURE 2 SITE EXPLORATION PLAN James Ranch 4375 W McMillan Rd Meridian, Idaho 83646 G E 0 T E K Prepared for: Lennar Homes of Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2676-ID November 2024 BES (208)888-7010 (phone)/(208)888-7924(FAX) KEY 2676-James Ranch(Lennar Homes of Idaho) "+" Indicates dry reading at bottom of piezometer Trip No. Date TP-I TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 TP-8 TP-9 TP-10 Notes 0 1 1/28/23 8.5'+ 10.0' 8.0' 9.0'+ 8.0' 10.0'+ 8.0' 10.0'+ 8.0' 9.0' "N/A" Indicates that piezometer is damaged or missing-therefore no data was 1 12/27/23 8.2' N/A 5.2' 7.7' 6.5' 7.2' 5.6' 6.4' 6.3' 7.6' TP-2 Clogged with soil obtained 2 2/23/24 7.7' 7.4' 4.7' 7.1' 5.8' 6.4' 4.6' 5.8' 5.6' 6.9' TP-2 Repaired/Cleaned Out Note: Groundwater elevation results are 3 3/21/24 8.0' 8.0' 5.0' 7.4' 6.1' 7.0' 5.0' 6.2' 6.0' 7.3' recorded in feet below approximate existing 4 4/23/24 7.0' 6.9' 2.3' 5.2' 5.5' 5.5' 3.8' 3.2' 5.0' 5.9' grade. 5 5/9/24 6.8' 7.2' 4.4' 6.1' 5.6' 6.2' 3.6' 4.5' 4.5' 4.9' Generally,irrigation ditches and canals will locally influence ground water during the 6 5/23/24 5.8' 7.8' 4.3' 5.6' 5.2' 4.3' 3.3' 4.6' 5.4' 4.1' irrigation season. 7 6/10/24 6.1' N/A 4.2' 5.5' 5.3' 5.1' N/A 4.7' 5.6' 4.9' TP-2 and TP-7 Missing 8 6/24/24 6.5' N/A 4.3' 5.5' 5.5' 5.8' N/A 4.7' N/A 4.6' 9 7/12/24 6.6' 3.2' 4.5' 57 5.8' 6.2' 3.6' 4.7' 5.6' 4.3' 10 7/25/24 6.6' 3.4' 4.7' 5.8' 5.0' 6.6' 4.7' 4.6' 5.8' 57 11 8/13/24 5.6' 6.8' 4.7' N/A 4.6' 5.9' 4.0' 3.9' 5.0' 4.9' TP-4 Missing 12 8/28/24 5.8' N/A 4.7' 6.9' 6.1' N/A 4.6' 4.0' 5.3' 5.1' TP-2 Missing/Damaged,TP-6 Clogged 13 9/13/24 5.2' 6.1' 4.2' 7.0' 5.7' 5.3' 4.4' 3.8' 5.1' 4.9' All Piezometers Located/Repaired 14 9/25/24 5.5' 5.8' 3.4' 6.1' 4.9' 3.2' 4.4' 4.0' N/A 5.3' TP-9 Piezometer Damaged Beyond Repair I5 1017/24 4.6' 5.8' 4.4' 6.4' 5.7' 4.0' N/A 4.0' N/A 5.1' TP-7 Missing/Damaged 16 10/31/24 1 6.4' 7.0 5.1' 7.2' 6.0' 6.7' 5.0' 6.0' N/A 6.0' TP-7 Repaired 17 11/25/24 7.3' 7.6' 5.6' 7.5' 7.3' 7.2' N/A 6.2' N/A 6.0' 18 Baratza Subdivision: Phase 2 Meridian, ID Storm Water Management Report Appendix E GeoTek, Inc Percolation Testing Project No. 2827-ID dated Dated: March 2025 462 East Shore Drive, Suite 100, Eagle, Idaho 83616 208.939.4041 • thelandgroupinc.com SEEPAGE BED LOACTION PERCOLATION TESTING FOR "BARATZA SUBDIVSION— A(N) ±75 ACRE, RESIDENTIAL DEVELOPMENT LOCATED 4375 W MCMILLAN ROAD MERIDIAN, IDAHO 83646 March 19, 2025 GTI-Project No. 2827-ID Prepared For: Lennar Homes of Idaho 408 S Eagle Road, Suite 100 Eagle, Idaho 83616 GeoTek, Inc. GeoTek,Inc. 320 East Corporate Drive Suite 300 Meridian,ID 83642-351 1 (208)888-7010 (208)888-7924 www.geotekusa.com March 19, 2025 Project No. 2827-ID Lennar Homes of Idaho 408 S Eagle Road, Suite 100 Eagle, Idaho 83616 Attention: Michelle Ames Subject: Seepage Bed Location Percolation Testing for"Baratza Subdivision"— Located at 4375 W McMillan Road, Meridian, Idaho 83646 In accordance with your request, GeoTek, Inc. (GTI) has completed percolation testing at the proposed seepage bed location for the subject property for the construction of a single-family residential development with associated improvements and one (1) exploratory boring. The purpose of the percolation testing was to confirm design rates in the referenced geotechnical report to satisfy the requirements set forth by the City of Meridian and to document the soil profile.This report outlines the soil conditions and the percolation rate at twenty-three (23) seepage bed locations onsite at different depths as per the client provided figure. Ground Water Ground water was encountered in one (1) of our excavations (Appendix B). According to our groundwater data (GTI Project No. 2676-ID, James Ranch, 4375 W McMillan Road, Meridian, ID), groundwater depths varied from 3.2 feet (TP-2, 7/12/24) to 9.0 feet (TP-10, 1 1/28/23) LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil materials vary in character between excavations and conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GEOTECHNICAL I ENVIRONMENTAL I MATERIALS BARATZA SUBDIVISION MARCH 19, 2025 LENNAR HOMES OF IDAHO PAGE 2 PROJECT NO. 2827-ID The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned. Respectfully submitted, GeoTek, Inc. f"4 Parker R. Watson Tyler S. Lydeen, PE Staff Professional Project Engineer Enclosures: Figure #I, Site Vicinity Map Figure #2, Site Exploration Plan Appendix A, References Appendix B, Test Pit Logs Appendix C, Field Test Results Appendix D, Laboratory Results GeoTek, Inc. 4f Eagle taf TWO RIVERS i RAN9{1�2Y - Rockharbor Church 26 WEST Settlers PaTk 0 CLOVERDAI - HERrfAGE GROVE 55 Meridian Childreri's 0 Museum cf Idaho APPROXIMATE SITE LOCATION Source: Google Maps 2025, GeoTek Field Observations, 2025. Not to Scale FIGURE I SITEVICINITY MAP Baratza Subdivision 4375 W McMillan Road G E a T E K Meridian, ID 83646 Prepared for: Lennar Homes of Idaho GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2827_ID March 2025 PRW (208)888-7010 (phone)1(208)888-7924 (FAX) T-F IPIL ' W McMillian Rd. 4; .1 SITE 1 Y Y AL u* -� - i-- APPROXIMATE TEST PIT LOCATIONS �V Source: Google Earth 2023, GeoTek Field Observations, 2025. Not to Scale FIGURE 2 SITE EXPLORATION PLAN Baratza Subdivision 4375 McMillan Road G E a T E K Meridian, ID 83646 GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Prepared for: Lennar Homes of Idaho Project No.: Report Date: Drawn By: 320 E. Corporate Dr, Suite 300, Meridian, ID 83642 2827-ID March 2025 PRW (208)888-7010 (phone)1(208)888-7924 (FAX) dno�o e o r ON ogepI ;o sauaoH aeuual v p W 3H1 ISM uoisinipgng ez;eaee ; _ s. ��rl - i '9 g N� d` lid I I I I I I' r I I �w - - - - w II I I I I ww# - I' ki l3 ----- --------- ------= a m # H, e< APPENDIX A GeoTek, Inc. REFERENCES ASTM, 200, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-4914, 153 standards, 1,026 pages; and vol. 4.09 for ASTM test method D- 4943 to highest number. Breckinridge, R.M., Lewis, R.S.,Adema, G.W.,Weisz, D.W.,2003, Map of Miocene and Younger Faults in Idaho, Idaho Geological Survey, University of Idaho Collett, Russell A., 1980, Soil Survey of Ada County, Eastern Part, United States Department of Agriculture Soil Conversation Service, United States Department of the Interior Bureau of Land Management, Idaho Soil Conservation Commission, University of Idaho College of Agriculture. Day, Robert W., 1999, Geotechnical and Foundation Engineering— Design and Construction Day, Robert W., 2002, Geotechnical Earthquake Engineering Handbook GeoTek, Inc., In-house proprietary information. Idaho Department of Water Resources, Treasure Valley Hydrology— Geology,January 2003 Idaho Department of Water Resources, Well Information, Well Driller Reports, 2002 Idaho Transportation Department CD-ROM Publications, September 2003 Johnson, Bruce R. and Raines, Gary L., 1995, Digital representation of the Idaho state geologic map:a contribution to the Interior Columbia Basin Ecosystem Management Project. USGS Open-File Report 95-690 Malde, H.E., 1991. Quaternary geology and structural history of the Snake River Plain, Idaho and Oregon. In: The Geology of North America, Quaternary Nonglacial Geology: Conterminous U.S., Vol. K-2, 252-281 pp. Othberg, K.L., 1994. Geology and geomorphology of the Boise Valley and adjoining areas, western Snake River Plain, Idaho. Idaho Geological Survey Bulletin 29: 54 pp. USGS, 2003, Seismic Hazard Map of Idaho, Peak Acceleration (%g)with 2% Probability of Exceedance in 50 years. GeoTek, Inc. APPENDIX 6 GeoTek, Inc. LOG GENERAL NOTES CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Standard Penetration(SPT)or N Compressive Penetration or N- Consistency Relative Density Strength,Qu,psf Value(SS) Blows/Ft Value(SS) Blows/Ft <500 <2 Very Soft 0- 3 Very Loose 500- 1,000 2-3 Soft 4-9 Loose 1,001 -2,000 4-7 Firm 10-29 Medium Dense 2,001 -4,000 8- 16 Stiff 30-49 Dense 4,001 -8,000 17-32 Very Stiff 50+ Very Dense >8,001 32+ 1Hard SPT penetration test using 140 pound hammer,with 30 inch free fall on 2 inch outside diameter(I-3/8 ID)sampler For ring sampler using 140 lb hammer,with a 30 inch free fall on 3 inch outside diameter(2-1/2 ID) sample, use N-value x 0.7 to get Standard N-value For fine grained soil consistency,thumb penetration used per ASTM D-2488 RELATIVE PROPORTIONS OF SAND&GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term of other constituents Percent of Dry Major Component Particle Size Weight of Sample Trace < 15 Boulders Over 12 inches With 15-29 Cobbles 3 inches to 12 inches Modifier > 30 Gravel #4 Sieve to 3 inches Sand #200 Sieve to#4 Sieve Silt or Clay Passing#200 Sieve RELATIVE HARDNESS OF CEMENTED SOILS(CALICHE) Description General Characteristics Very Dense to Moderately Hard Partially Cemented Granular Soil-Can be carved with a knife and broken with force by hand. Very Stiff to Moderately Hard Partially Cemented Fine-Grained Soil -Can be carved with a knife and broken with force by hand. Moderately Hard Moderate hammer blow required to break a sample Hard Heavy hammer blow required to break a sample Very Hard Repeated heavy hammer blow required to break a sample LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification FILL Artificial Fill GP or GW Poorly/Well graded GRAVEL GM Silty GRAVEL GC Clayey GRAVEL GP-GM or GW-GM Poorly/Well graded GRAVEL with Silt GP-GC or GW-GC Poorly/Well graded GRAVEL with Clay SP or SW Poorly/Well graded SAND SM Silty SAND SC Clayey SAND SP-SM or SW-SM Poorly/Well graded SAND with Silt SP-SC or SW-SC Poorly/Well graded SAND with Clay SC-SM Silty Clayey SAND ML SILT MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED BDR BEDROCK SAMPLING SPT Ring Sample NR No Recovery Bulk Sample Water Table CONSISTENCY Cohesionless Soils Cohesive Soils Cementation VL Very Loose So Soft MH Moderately Hard L Loose F Firm H Hard MD Medium Dense S Stiff VH Very Hard D Dense VS Very Stiff VD Very Dense BORING LOG LOGGED BY: PRW PROJECT#: 2827-ID METHOD: Hollow-Stem Auger AL PROJECT: Baratza Subdivision DRILLER: Holt CLIENT: Lennar Homes of Idaho DATE: 3/3/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES a BORING NUMBER: B-I/TP-14 .. a. — 4J E a d N Page I of 2 REMARKS a� a 3 r U o G c to H V m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand, Moist So I ML Dk. Brown,SILT with Sand, Moist F 2 3 9 SM Brown to Dk. Brown,Silty SAND, Moist D 16 4 30 5 I 1 SM Brown,Silty SAND with Gravel, Moist MD 6 8 9 7 6 8 14 SP-SM Brown, Poorly graded SAND with Silt and Gravel,Saturated D Groundwater observed at time 9 25 of excavation,within 7.5-9' 10 14 VD II 28 33 12 13 14 15 47 GP-GM Brown, Poorly graded GRAVEL with Silt and Sand,Saturated VD 16 50 17 18 19 20 49 SP Tan to Lt. Brown, Poorly graded SAND,Saturated VD 50 Continued on next page 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 Fax:(208)888-7924 BORING LOG LOGGED BY: PRW PROJECT#: 2827-ID METHOD: Hollow-Stem Auger AL PROJECT: Baratza Subdivision DRILLER: Holt CLIENT: Lennar Homes of Idaho DATE: 3/3/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES a BORING NUMBER: B-I/TP-14 .. a. — 4J E a d N Page 2 of 2 REMARKS a� a 3 r U o G c to H V m D MATERIAL DESCRIPTION AND COMMENTS 49 SP Tan to Lt. Brown, Poorly graded SAND,Saturated VD 21 50 22 23 24 25 31 SP-SC Brown, Poorly graded SAND with Clay, Saturated D 26 24 21 27 END OF BORING @ 26.5' 28 29 30 31 32 33 34 35 36 37 38 39 40 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 Office:(208)888-7010 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-I H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown,Artificial Fill-Sandy SILT, Moist So I SM Brown,Silty SAND, Moist MD 2 3 END OF TEST PIT @ 2.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 2.5' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-2 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown,Artificial Fill-SILT with Sand, Moist So I SM Brown,Silty SAND, Moist MD 2 END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-3 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY with trace sand, Moist So I SM Brown,Silty SAND, Moist MD 2 END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-4 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY, Moist So I 2 SM Brown,Silty SAND with Caliche, Moist MD END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-S H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Brown to Dk. Brown,Artificial Fill-SILT, Moist So I ML Brown to Dk. Brown,SILT, Moist F 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-6 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT, Moist So I ML Dk. Brown,SILT, Moist F Percolation test conducted @ 2 1.5' CL Brown, Lean CLAY, Moist F 3 Moist to saturated soil conditions 4 END OF TEST PIT @ 4.0' 5 NO GROUNDWATER ENCOUNTERED 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-7 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY with trace sand, Moist So I CL Dk. Brown, Lean CLAY with trace sand, Moist F 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 2.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 2.5' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-8 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY with trace sand, Moist So I CL Dk. Brown, Lean CLAY with trace sand, Moist F 2 3 4 5 GC Brown to Dk. Brown,Clayey GRAVEL,with sand Moist MD END OF TEST PIT @ 5.0' Percolation test conducted @ 6 NO GROUNDWATER ENCOUNTERED 5.0' 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-9 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand, Moist So I ML Brown,Sandy SILT, Moist F 2 SM Brown,Silty SAND, Moist MD END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-10 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand, Moist So I SM Brown,Silty SAND, Moist MD 2 END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-I I H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand, Moist So I 2 ML Brown,Sandy SILT, Moist F 3 END OF TEST PIT @ 2.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 2.5' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-12 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand and Gravel, Moist So I MIL Brown,SILT with Sand and Gravel, Moist F 2 ML Brown,Sandy SILT, Moist F 3 END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-13 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean Clay with Sand, Moist So I ML Brown,Sandy SILT, Moist F 2 3 PCEM Lt. Brown to Brown, PARTIALLY CEMENTED-Sandy SILT, Moist MH SM Brown,Silty SAND, Moist MD 4 END OF TEST PIT @ 3.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 3.5' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-IS H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-Sandy SILT, Moist So I PCEM Lt. Brown to Brown, PARTIALLY CEMENTED-Silt SAND, Moist MH 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-I6 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY, Moist So I CL Dk. Brown, Lean CLAY, Moist F 2 ML Brown,SILT, Moist F 3 SM Brown,Silty SAND, Moist MD END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-17 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY, Moist So I SM Brown,Silty SAND, Moist MD 2 3 PCEM Lt. Brown, PARTIALLY CEMENTED-Silty SAND,Moist MH 4 SP Brown, Poorly graded SAND with Gravel, Moist MD END OF TEST PIT @ 4.0' Percolation test conducted @ 5 NO GROUNDWATER ENCOUNTERED 4.0' 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-18 H a N .N REMARKS c E o N u m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY, Moist So I CL Dk. Brown, Lean CLAY, Moist F 2 MIL Brown,SILT with Sand, Moist F 3 Percolation test conducted @ 4 3.0' 5 SM Brown,Silty SAND, Moist to Saturated MD 6 END OF TEST PIT @ 6.0' Groundwater observed @ 6.0' 7 at time of excavation 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-19 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT, Moist So I ML Dk. Brown,SILT, Moist F 2 END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-20 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY with trace Sand, Moist So I SM Brown,Silty SAND, Moist MD 2 END OF TEST PIT @ 2.0' Percolation test conducted @ 3 NO GROUNDWATER ENCOUNTERED 2.0' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-21 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-Sandy SILT, Moist So I 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 2.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 2.5' 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-22 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT with Sand, Moist So I 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-23 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill-SILT, Moist So I ML Dk. Brown,SILT, Moist F 2 SM Brown,Silty SAND, Moist MD 3 PCEM Brown, PARTIALLY CEMENTED-Silty Sand, Moist MH SM Brown,Silty SAND, Moist MD 4 END OF TEST PIT @ 3.5' Percolation test conducted @ NO GROUNDWATER ENCOUNTERED 3.5' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 TEST PIT LOG LOGGED BY: PRW AL PROJECT#: 2827-ID METHOD: Backhoe PROJECT: Baratza Subdivision EXCAVATOR: Just Dig It CLIENT: Lennar Homes of Idaho DATE: 3/6/25 G E 0 T E K LOCATION: 4375 W McMillan Road, Meridian, ID ELEVATION: SAMPLES _ O � a C y C s F J N TEST PIT NUMBER: TP-24 H a N .N REMARKS c E o N U m D MATERIAL DESCRIPTION AND COMMENTS FILL Dk. Brown,Artificial Fill- Lean CLAY, Moist So I 2 SM Brown,Silty SAND, Moist MD 3 END OF TEST PIT @ 3.0' Percolation test conducted @ 4 NO GROUNDWATER ENCOUNTERED 3.0' 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 320 E.Corporate Drive,Suite 300,Meridian,Idaho 83642 1 Office:(208)888-7010 1 Fax:(208)888-7924 APPENDIX C GeoTek, Inc. FIELD TESTS AND OBSERVATIONS (2827-ID) PERCOLATION TESTS The infiltration rate was determined by conducting percolation tests for onsite earth materials. The infiltration rate was determined in inches per hour in general accordance with the City of Meridian requirements. Infiltration rate results are presented below. The infiltration rates provided below should be used for design and not exceeded. LOCATION USCS Soil Classification Symbol INFILTRATION RATE (Inches/Hour) TP-I @ 2.5' SM 2.5 TP-2 @ 2.0' SM 2.3 TP-3 @ 2.0' SM 2.0 TP-4 @ 2.0' SM 2.0 TP-5 @ 3.0' SM 2.2 TP-6 @ 1.5' ML 1.6 TP-7 @ 2.5' SM 2.1 TP-8 @ 5.0' GC 3.1 TP-9 @ 2.0' SM 2.4 TP-10 @ 2.0 SM 2.2 TP-I I @ 2.5' ML 1.6 TP-12 @ 3.0' ML 1.5 TP-13 @ 3.5' SM 2.2 TP-IS @ 3.0' SM 2.3 TP-16 @ 3.0' SM 2.0 TP-17 @ 4.0' SP 2.9 TP-18 @ 3.0' ML 1.6 TP-19@2.0' ML 1.5 TP-20 @ 2.0' SM 2.2 TP-21 @ 2.5' SM 2.3 TP-22 @ 3.0' SM 2.2 TP-23 @ 3.5' SM 2.1 TP-24 @ 3.0' SM 2.2 GeoTek, Inc. APPENDIX D GeoTek, Inc. GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:25-00192-S01 Material Test Report Client: Lennar Homes of Idaho CC: Attention:Jeff Clemens Eagle ID 83616 Project: 2827-ID Baratza Sub THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 25-00192-S01 SM,Silty sand Date Sampled 3/3/2025 Specification General Sieve Set Sampled By Parker Watson Location B-1/TP-14, 2.5'-4.0' Atterberg Liquid Limit: N/A Plastic Limit: NP Plasticity Index: NP Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: 3/4/2025 Tested By: Eric Chaney %Passing Sieve Size % Passing Limits 3/8in 97 so ....................................... ................................. No.4 96 N o.8 94 70 ............................................. ........................... No.16 88 N o.30 78 60 .................................................. ...................... No.50 61 No.100 47 50 ........................................................ ............... No.200 37 40 ................................................................. ...... 30 ......................................................................... 20 ......................................................................... 10 ......................................................................... 0 c c v m co o � o0 0 W O O N Z Z O O O Z Z Z O O Z Z Sieve COBBLES GRAVEL SAND FINES(37.1%) D85: 0.9633 D60: 0.2855 D50: 0.1740 Coarse Fine Coarse Medium Fine Silt ClayD30: N/A D15: N/A D10: N/A (0.0%) (0.0%) (3.9%) (3.7%) (23.1%) (32.2%) Form No:18909,Report No:MAT:25-00192-S01 ©2000-2025 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:25-00192-S01 Material Test Report Client: Lennar Homes of Idaho CC: Attention:Jeff Clemens Eagle ID 83616 Project: 2827-ID Baratza Sub THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample ID 25-00192-S01 Date Sampled 3/3/2025 Specification General Sieve Set Sampled By Parker Watson Location 13-1/TP-14, 2.5'-4.0' Other Test Results - Description Method Result Limits Group Symbol ASTM D 2487 SM Group Name Silty sand Date Tested 3/7/2025 Approximate maximum grain size ASTM D 4318 Material retained on 425um(No.40)(%) Method of Removal Grooving Tool Type Specimen preparation method Drying Method Special selection process Rolling Method for PL Hand As Received Water Content(%) Liquid Limit Device Type Manual Liquid Limit N/A Plastic Limit NP Plasticity Index NP Liquid Limit Procedure Multipoint(A) Date Tested 3/5/2025 Comments NP=Non Plastic Form No:18909,Report No:MAT:25-00192-S01 ©2000-2025 QESTLab by SpectraQEST.com Page 2 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:25-00192-S02 Material Test Report Client: Lennar Homes of Idaho CC: Attention:Jeff Clemens Eagle ID 83616 Project: 2827-ID Baratza Sub THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample Description: ' Sample ID 25-00192-S02 SM,Silty sand with gravel Date Sampled 3/3/2025 Specification General Sieve Set Sampled By Parker Watson Location B-1/TP-14, 5.0'-6.0' Atterberg Liquid Limit: N/A Plastic Limit: NP Plasticity Index: NP Particle Size Distribution Grading: ASTM C 136,ASTM C 117 _ Date Tested: 3/7/2025 Tested By: Jose Valencia %Passing Sieve Size % Passing Limits 90 ...... ....... ......................................................... tin 100 %i n 94 3/8in 86 70 ............................... ......................................... No.4 79 N o.8 73 60 ....................................... ................................. No.16 65 No.30 51 50 ............................................. ........................... N o.50 39 40 .................................................... .................... No.100 32 No.200 27 30 ............................................................... ....... 20 ......................................................................... 10 ......................................................................... 0 II O 0 co o L o0 2 n \ O O M Z Z O Z Z Z O o Z Z Sieve COBBLES GRAVEL SAND FINES(26.8%) D85: 8.6044 D60: 0.9268 D50: 0.5663 Coarse Fine Coarse Medium Fine Silt ClayD30: 0.1137 D15: N/A D10: N/A (0.0%) (6.3%) (14.3%) (8.4%) (25.7%) (18.6%) Form No:18909,Report No:MAT:25-00192-S02 ©2000-2025 QESTLab by SpectraQEST.com Page 1 of 2 GeoTek-Boise 320 Corporate Drive,Suite#300 Meridian, ID 83642 Phone: (208)888-7010 Fax: (208)888-7924 Report No: MAT:25-00192-S02 Material Test Report Client: Lennar Homes of Idaho CC: Attention:Jeff Clemens Eagle ID 83616 Project: 2827-ID Baratza Sub THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL Sample Details Sample ID 25-00192-S02 Date Sampled 3/3/2025 Specification General Sieve Set Sampled By Parker Watson Location B-1/TP-14, 5.0'-6.0' Other Test Results - Description Method Result Limits Group Symbol ASTM D 2487 SM Group Name Silty sand with gravel Date Tested 3/7/2025 Approximate maximum grain size ASTM D 4318 Material retained on 425um(No.40)(%) Method of Removal Grooving Tool Type Specimen preparation method Drying Method Special selection process Rolling Method for PL Hand As Received Water Content(%) Liquid Limit Device Type Manual Liquid Limit N/A Plastic Limit NP Plasticity Index NP Liquid Limit Procedure Multipoint(A) Date Tested 3/5/2025 Comments NP=Non Plastic Form No:18909,Report No:MAT:25-00192-S02 ©2000-2025 QESTLab by SpectraQEST.com Page 2 of 2