Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
D 260223 Rexburg Home Depot Drainage Report 125092 (1)
Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management & Engineering Drainage Report Engineer The Land Group, Inc. 462 East Shore Drive, Ste. 100 Eagle, Idaho 83616 Contact: Jason Densmer, PE Ph: 208.939.4041 February 23, 2026 TLG Project No. 125092 02/24/2026 Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management Report Project Description & Report Purpose This project consists of the development of a 6-lot commercial subdivision and the construction of a public road extension for the development. The public road will extend from N. 2nd East through the proposed development to the east boundary of the subdivision. A Home Depot is proposed to be constructed on Lot 1, Block 1 of the proposed development. The Home Depot project consists of the construction of an approximately 106,651-sf building with a 28,157-sf Garden Center, and associated site improvements located at 329 Teton River Temple Street in Rexburg, Idaho. Two access roads will be constructed from the public road to the Home Depot Site. This report analyzes the storm drainage conditions at the site and provides calculations demonstrating the adequacy of the proposed systems to meet the project requirements. The proposed improvements include stormwater drainage systems that will collect and detain the 100-yr storm event based on the State of Idaho Intensity-Duration-Frequency curves for Zone “G”. The systems are designed to collect, store and infiltrate runoff into native subsoil. Pre-Development Drainage Conditions The site has historically been used as agricultural farmland that would hold and infiltrate storm water on site. Post-Development Drainage Characteristics The proposed post-development drainage systems have been divided into between the Home Depot site, the individual access roads, and the public roadway. The Home Depot improvements will consist of the building roof drainage systems, garden center, truck dock, parking, and driveway areas. The access roads will sheet flow storm runoff to curb and cutters that will collect and flow runoff to curb inlets. These inlets will collect the runoff and discharge to “StormTech” units that will hold and allow the runoff to infiltrate into the native subsoils. Similarly, the public roadway will sheet flow storm runoff to curb and cutters that will collect and flow runoff to curb inlets. These inlets will collect the runoff and discharge to “StormTech” units that will hold and allow the runoff to infiltrate into the native subsoils. A map showing the site areas tributary to each drainage retention facility is provided in Appendix C. The drainage characteristics for each area are described below. Area A – Home Depot North Drainage Storm water runoff from the building roof area will be collected into roof drain leaders and piped to a storm drain piping system along the north side of the building to collect and discharge runoff, the northeast parking and drive isle, the north drive isle, the loading dock, and the northwest parking and drive isle will sheet flow to inlets that will collect and discharge runoff to the north storm drain piping system. This piping system will flow runoff to and through sand and grease traps prior to discharge to a storm water retention swale to hold and infiltrate the runoff into native subsoils. The areas have been divided to indicate the area flowing to each inlet and determine to estimated flow to each inlet. Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management Report Area B – Home Depot South Drainage Similarly, the south parking and drive lanes will sheet flow to inlets that will collect and discharge runoff to the south storm drain piping system. This piping system will flow runoff to and through sand and grease traps prior to discharge to a storm water retention swale to hold and infiltrate the runoff into native subsoils. The areas have been divided to indicate the area flowing to each inlet and determine to estimated flow to each inlet. West Access Roadway Storm water runoff from the west access roadway will sheet flow storm runoff to curb and cutters that will collect and flow runoff to a curb inlet. This inlet will collect the runoff and discharge to a “StormTech” unit drainage system per the City of Rexburg standards. This system will hold and allow the runoff to infiltrate into the native subsoils. East Access Roadway Storm water runoff from the west access roadway will sheet flow storm runoff to curb and cutters that will collect and flow runoff to a curb inlet. This inlet will collect the runoff and discharge to a “StormTech” unit drainage system per the City of Rexburg standards. This system will hold and allow the runoff to infiltrate into the native subsoils. Public Roadway (Teton River Temple St.) Storm water runoff from the public roadway is divided into four regions, the west roadway north, the west roadway south, the east roadway north, and the east roadway south. Each of these areas will sheet flow storm runoff to curb and cutters that will collect and flow runoff to a curb inlet. This inlet will collect the runoff and discharge to a “StormTech” unit drainage system per the City of Rexburg standards. This system will hold and allow the runoff to infiltrate into the native subsoils. Calculations Facility sizing for each tributary area using the Rational Method and the State of Idaho Zone “G” Intensity- Duration-Frequency curves is provided in Appendix D. All systems will hold and infiltrate the 100-yr event. Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management Report Appendix A Post -Development Drainage Basin Map T T T T T TOE TOE TOE TOE TOE TOE EG EG EG EG X X X X X X TO E TO E TO E T O E TO E OH P OH P OH P W E D D WVWV BO WV 4895 4890 4885 48 8 1 4 8 7 9 4880 488 0 487 9 48 7 9 48 8 1 4881 4881 488 1 4 8 8 0 48 8 0 D LO A D - N - G O LO A D - N - G O VAN YIE L D YIE L D ST O P ST O P YIE L D YIE L D RE N T A L RE N T A L RE N T A L RE N T A L RE N T A L RE N T A L VANVAN VANVAN VANVAN VANVAN RESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVEDRESERVED VAN RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D RE S E R V E D G G G G G G G FO FO FO FO FO FO FO FO FO FO T T T T T TOE TOE TOE TOE TOE TOE EG EG EG EG X X X X X X TO E TO E TO E T O E TO E OH P OH P OH P W E D D WVWV BO WV 4895 4890 4885 48 8 1 4 8 7 9 4880 488 0 487 9 48 7 9 48 8 1 4881 4881 488 1 4 8 8 0 48 8 0 D 18''SD SD SD UG P UG P SANSAN SAN SAN SAN SAN SD SD SDSD MTR MTR SDSD SD SD SD SD SD SD G G G G GIRR GIRR GIRR GIRR SAN FO FO FO FO FO SAN GFO UGP UGP UGP UGP SAN 4''SD 4''SD SD SD 4' ' P I R R 4' ' P I R R 4''PIRR 2''PIRR SAN R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W R/W P/ L P/ L P/LP/LP/L P/ L P/ L P/ L R/W R/W LOT 5 BLOCK 1 9.00 ACRES LOT 1 BLOCK 1 10.98 ACRES R/ W R/ W R/ W R/ W R/ W LOT 2 BLOCK 1 2.85 ACRES LOT 1 BLOCK 2 11.35 ACRES LOT 3 BLOCK 1 1.99 ACRES LOT 4 BLOCK 1 0.98 ACRES DRAINAGE A IMPERVIOUS AREA: 208,595 SQFT PERVIOUS AREA: 4,424 SQFT TOTAL AREA = 213,019 SQFT DRAINAGE AREA A4 IMPERVIOUS AREA: 107,860 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 107,860 SQFT DRAINAGE AREA A1 IMPERVIOUS AREA: 18,904SQFT PERVIOUS AREA: 4,424 SQFT TOTAL AREA = 23,328 SQFT DRAINAGE AREA A2 IMPERVIOUS AREA: 10,090 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 10,090 SQFT DRAINAGE AREA A3 IMPERVIOUS AREA: 11,607 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 11,607 SQFT DRAINAGE AREA A5 IMPERVIOUS AREA: 3,844 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 3,844 SQFT DRAINAGE AREA A6 IMPERVIOUS AREA: 56,290 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 56,290 SQFT DRAINAGE AREA B1 IMPERVIOUS AREA: 17,018 SQFT PERVIOUS AREA: 5,175 SQFT TOTAL AREA = 22,193 SQFT DRAINAGE AREA B2 IMPERVIOUS AREA: 47,870 SQFT PERVIOUS AREA: 3,160 SQFT TOTAL AREA = 51,030 SQFT DRAINAGE AREA B3 IMPERVIOUS AREA: 54,796 SQFT PERVIOUS AREA: 3,127 SQFT TOTAL AREA = 57,923 SQFT DRAINAGE B IMPERVIOUS AREA: 174,564 SQFT PERVIOUS AREA: 15,684 SQFT TOTAL AREA = 190,248 SQFT DRAINAGE AREA B4 IMPERVIOUS AREA: 28,476 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 28,476 SQFT EAST ACCESS IMPERVIOUS AREA: 3,736 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 3,736 SQFT WEST ACCESS IMPERVIOUS AREA: 11,680 SQFT PERVIOUS AREA: 0 SQFT TOTAL AREA = 11,680 SQFT WEST ROADWAY (SOUTH) IMPERVIOUS AREA: 32,611 SQFT PERVIOUS AREA: 5,096 SQFT TOTAL AREA = 37,5707 SQFT WEST ROADWAY (NORTH) IMPERVIOUS AREA: 29,853 SQFT PERVIOUS AREA: 5,037 SQFT TOTAL AREA = 34,890 SQFT EAST ROADWAY (SOUTH) IMPERVIOUS AREA: 20,085 SQFT PERVIOUS AREA: 4,211SQFT TOTAL AREA = 24,296 SQFT EAST ROADWAY (NORTH) IMPERVIOUS AREA: 20,823 SQFT PERVIOUS AREA: 3,965 SQFT TOTAL AREA = 24,788 SQFT 0 Horizontal Scale: Drainage Area Map 1" = 120' 120'240' Revisions 1. Date of Issuance: Project No.: ---- 1 Fi l e L o c a t i o n : g: \ 2 0 2 5 \ 1 2 5 0 9 2 \ c a d \ c a l c s a n d r e p o r t s \ s t o r m \ 1 2 5 0 9 2 d r a i n a g e m a p . d w g La s t P l o t t e d B y : ru s s h e p w o r t h Da t e P l o t t e d : Mo n d a y , F e b r u a r y 2 3 2 0 2 6 a t 1 0 : 5 9 A M DA-1 02.23.26 125092 Th e H o m e D e p o t 32 9 T e t o n R i v e r T e m p l e S t r e e t Re x b u r g , I d a h o Drainage Area Map Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management Report Appendix B Facility Sizing Calculations Drainage Calculations Basin Developed Volume Home Depot - Area A1 Prepared By: Russ Hepworth Impervious Area =18,904 sf C=0.95 Date: 02/23/2026 Pervious Area =4,424 sf C=0.20 Project #: 125092 ΣArea =23,328 sf ΣArea =0.54 acres C Coefficient =0.81 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 1.77 15 900 3.25 1.41 30 1,800 2.05 0.89 60 3,600 1.30 0.56 120 7,200 0.72 0.31 180 10,800 0.54 0.23 360 21,600 0.31 0.13 720 43,200 0.18 0.08 1,440 86,400 0.12 0.05 Peak Flow: 100-year/1-hour event =0.56 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 0.50% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 2.73 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area A2 Prepared By: Russ Hepworth Impervious Area =10,090 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =10,090 sf ΣArea =0.23 acres C Coefficient =0.95 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 0.90 15 900 3.25 0.72 30 1,800 2.05 0.45 60 3,600 1.30 0.29 120 7,200 0.72 0.16 180 10,800 0.54 0.12 360 21,600 0.31 0.07 720 43,200 0.18 0.04 1,440 86,400 0.12 0.03 Peak Flow: 100-year/1-hour event =0.29 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 1.00% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 3.86 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area A3 Prepared By: Russ Hepworth Impervious Area =11,607 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =11,607 sf ΣArea =0.27 acres C Coefficient =0.95 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 1.04 15 900 3.25 0.82 30 1,800 2.05 0.52 60 3,600 1.30 0.33 120 7,200 0.72 0.18 180 10,800 0.54 0.14 360 21,600 0.31 0.08 720 43,200 0.18 0.05 1,440 86,400 0.12 0.03 Peak Flow: 100-year/1-hour event =0.33 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 2.00% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 5.46 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area A4 (Roof)Prepared By: Russ Hepworth Impervious Area =107,860 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =107,860 sf ΣArea =2.48 acres C Coefficient =0.95 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 9.64 15 900 3.25 7.65 30 1,800 2.05 4.82 60 3,600 1.30 3.06 120 7,200 0.72 1.69 180 10,800 0.54 1.27 360 21,600 0.31 0.73 720 43,200 0.18 0.42 1,440 86,400 0.12 0.28 Peak Flow: 100-year/1-hour event =3.06 cfs Flow Calculation Size of pipe (D)(ft) 2.00 Radius(r)(ft) 1.00 Slope (S) 0.25% Roughness (n) 0.01 Area (a)(sf) 3.14 Perimeter (P) 6.28 Hydraulic rad(R) 0.50 Qfull (cfs) = 12.25 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area A5 (Dock)Prepared By: Russ Hepworth Impervious Area =3,844 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =3,844 sf ΣArea =0.09 acres C Coefficient =0.95 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 0.34 15 900 3.25 0.27 30 1,800 2.05 0.17 60 3,600 1.30 0.11 120 7,200 0.72 0.06 180 10,800 0.54 0.05 360 21,600 0.31 0.03 720 43,200 0.18 0.02 1,440 86,400 0.12 0.01 Peak Flow: 100-year/1-hour event =0.11 cfs Flow Calculation Size of pipe (D)(ft) 0.83 Radius(r)(ft) 0.42 Slope (S) 1.00% Roughness (n) 0.01 Area (a)(sf) 0.55 Perimeter (P) 2.62 Hydraulic rad(R) 0.21 Qfull (cfs) = 2.37 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area A6 (Garden Center & Parking)Prepared By: Russ Hepworth Impervious Area =56,290 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =56,290 sf ΣArea =1.29 acres C Coefficient =0.95 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 5.03 15 900 3.25 3.99 30 1,800 2.05 2.52 60 3,600 1.30 1.60 120 7,200 0.72 0.88 180 10,800 0.54 0.66 360 21,600 0.31 0.38 720 43,200 0.18 0.22 1,440 86,400 0.12 0.15 Peak Flow: 100-year/1-hour event =1.60 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 0.50% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 2.73 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - North Outlet Prepared By: Russ Hepworth Impervious Area =208,595 sf C=0.95 Date: 02/23/2026 Pervious Area =4,424 sf C=0.20 Project #: 125092 ΣArea =213,019 sf ΣArea =4.89 acres C Coefficient =0.93 Peak Flow(100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 18.74 15 900 3.25 14.85 30 1,800 2.05 9.37 60 3,600 1.30 5.94 120 7,200 0.72 3.29 180 10,800 0.54 2.47 360 21,600 0.31 1.42 720 43,200 0.18 0.82 1,440 86,400 0.12 0.55 Peak Flow: 100-year/1-hour event =9.37 cfs Flow Calculation Size of pipe (D)(ft) 1.75 Radius(r)(ft) 0.88 Slope (S) 2.25% Roughness (n) 0.01 Area (a)(sf) 2.41 Perimeter (P) 5.50 Hydraulic rad(R) 0.44 Qfull (cfs) = 25.75 cfs Sand & Grease Trap:1500-Gal 1000-Gal Trap Size 1500-Gal 9.71 sf Maximum Discharge =5.94 cfs Velocity =0.31 fps Number of Traps (in parallel) =2 System OK (Excess Capacity) System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area B1 Prepared By: Russ Hepworth Impervious Area =17,018 sf C=0.95 Date: 02/23/2026 Pervious Area =5,175 sf C=0.20 Project #: 125092 ΣArea =22,193 sf ΣArea =0.51 acres C Coefficient =0.78 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 1.62 15 900 3.25 1.28 30 1,800 2.05 0.81 60 3,600 1.30 0.51 120 7,200 0.72 0.28 180 10,800 0.54 0.21 360 21,600 0.31 0.12 720 43,200 0.18 0.07 1,440 86,400 0.12 0.05 Peak Flow: 100-year/1-hour event =0.51 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 0.25% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 1.93 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area B2 Prepared By: Russ Hepworth Impervious Area =47,870 sf C=0.95 Date: 02/23/2026 Pervious Area =3,160 sf C=0.20 Project #: 125092 ΣArea =51,030 sf ΣArea =1.17 acres C Coefficient =0.90 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 4.34 15 900 3.25 3.44 30 1,800 2.05 2.17 60 3,600 1.30 1.38 120 7,200 0.72 0.76 180 10,800 0.54 0.57 360 21,600 0.31 0.33 720 43,200 0.18 0.19 1,440 86,400 0.12 0.13 Peak Flow: 100-year/1-hour event =1.38 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 0.50% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 2.73 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area B3 Prepared By: Russ Hepworth Impervious Area =54,796 sf C=0.95 Date: 02/23/2026 Pervious Area =3,127 sf C=0.20 Project #: 125092 ΣArea =57,923 sf ΣArea =1.33 acres C Coefficient =0.91 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 4.96 15 900 3.25 3.93 30 1,800 2.05 2.48 60 3,600 1.30 1.57 120 7,200 0.72 0.87 180 10,800 0.54 0.65 360 21,600 0.31 0.37 720 43,200 0.18 0.22 1,440 86,400 0.12 0.15 Peak Flow: 100-year/1-hour event =1.57 cfs Flow Calculation Size of pipe (D)(ft) 1.25 Radius(r)(ft) 0.63 Slope (S) 0.25% Roughness (n) 0.01 Area (a)(sf) 1.23 Perimeter (P) 3.93 Hydraulic rad(R) 0.31 Qfull (cfs) = 3.50 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Area B4 Prepared By: Russ Hepworth Impervious Area =54,880 sf C=0.95 Date: 02/23/2026 Pervious Area =4,222 sf C=0.20 Project #: 125092 ΣArea =59,102 sf ΣArea =1.36 acres C Coefficient =0.90 Peak Flow (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 4.99 15 900 3.25 3.95 30 1,800 2.05 2.49 60 3,600 1.30 1.58 120 7,200 0.72 0.88 180 10,800 0.54 0.66 360 21,600 0.31 0.38 720 43,200 0.18 0.22 1,440 86,400 0.12 0.15 Peak Flow: 100-year/1-hour event =1.58 cfs Flow Calculation Size of pipe (D)(ft) 1.00 Radius(r)(ft) 0.50 Slope (S) 0.25% Roughness (n) 0.01 Area (a)(sf) 0.79 Perimeter (P) 3.14 Hydraulic rad(R) 0.25 Qfull (cfs) = 1.93 cfs System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - South Outlet Prepared By: Russ Hepworth Impervious Area =174,564 sf C=0.95 Date: 02/23/2026 Pervious Area =15,684 sf C=0.20 Project #: 125092 ΣArea =190,248 sf ΣArea =4.37 acres C Coefficient =0.89 Peak Flow(100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs) 10 600 4.10 15.90 15 900 3.25 12.61 30 1,800 2.05 7.95 60 3,600 1.30 5.04 120 7,200 0.72 2.79 180 10,800 0.54 2.09 360 21,600 0.31 1.20 720 43,200 0.18 0.70 1,440 86,400 0.12 0.47 Peak Flow: 100-year/1-hour event =7.95 cfs Flow Calculation Size of pipe (D)(ft) 1.75 Radius(r)(ft) 0.88 Slope (S) 0.25% Roughness (n) 0.01 Area (a)(sf) 2.41 Perimeter (P) 5.50 Hydraulic rad(R) 0.44 Qfull (cfs) = 8.58 cfs Sand & Grease Trap:1500-Gal 1000-Gal Trap Size 1500-Gal 9.71 sf Maximum Discharge =5.04 cfs Velocity =0.26 fps Number of Traps (in parallel) =2 System OK (Excess Capacity) System OK (Excess Capacity) 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - Infiltration Swale Prepared By: Russ Hepworth Impervious Area =383,159 sf C=0.95 Date: 02/23/2026 Pervious Area =20,108 sf C=0.20 Project #: 125092 ΣArea =403,267 sf ΣArea =9.26 acres C Coefficient =0.91 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Swale Top Area =19,322 sf Swale Bottom Area =12,186 sf Swale Depth =2.50 ft Swale Volume =39,385 cf Inf Trench Width =0.00 ft Inf Trench Length =0.00 ft Inf Trench Depth =0.00 ft Storage Volume of trench =0 cf Total Volume =39,385 cf Infiltration Area =12,186 sf Infiltration Rate =8,124 cf/hr Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 34.64 20,784 1,354 19,430 15 900 3.25 27.46 24,712 2,031 22,681 30 1,800 2.05 17.32 31,175 4,062 27,113 60 3,600 1.30 10.98 39,540 8,124 31,416 120 7,200 0.72 6.08 43,798 16,248 27,550 180 10,800 0.54 4.56 49,272 24,372 24,900 360 21,600 0.31 2.62 56,572 48,744 7,828 720 43,200 0.18 1.52 65,697 97,488 -31,791 1,440 86,400 0.12 1.01 87,595 194,976 -107,381 System Checks Maximum Runoff Developed (Vs Max)=31,416 cf Total Volume Provided =39,385 cf System Recovery Maximum Runoff =31,416 cf Other Sources =0 cf Percolation Volume =31,416 cf Recovery Time = 3.9 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - East Access Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =3,736 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =3,736 sf ΣArea =0.09 acres C Coefficient =0.95 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 0.33 200 23 178 15 900 3.25 0.26 238 34 205 30 1,800 2.05 0.17 301 68 233 60 3,600 1.30 0.11 381 135 246 120 7,200 0.72 0.06 422 271 152 180 10,800 0.54 0.04 475 406 69 360 21,600 0.31 0.03 546 812 -266 720 43,200 0.18 0.01 634 1,623 -990 1,440 86,400 0.12 0.01 845 3,247 -2,402 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =4 Units wide =1 Total Chambers =4.00 ft Capacity/Unit =74.9 cf Infiltration Area =203 sf Infiltration Rate =135 cf/hr System Checks Maximum Runoff Developed (Vs Max)=246 cf Total Volume Provided =300 cf System Recovery Maximum Runoff =246 cf Other Sources =0 cf Percolation Volume =246 cf Recovery Time = 1.8 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - West Access Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =11,680 sf C=0.95 Date: 02/23/2026 Pervious Area =0 sf C=0.20 Project #: 125092 ΣArea =11,680 sf ΣArea =0.27 acres C Coefficient =0.95 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 1.04 627 62 565 15 900 3.25 0.83 745 93 652 30 1,800 2.05 0.52 940 186 754 60 3,600 1.30 0.33 1,192 373 820 120 7,200 0.72 0.18 1,321 745 576 180 10,800 0.54 0.14 1,486 1,118 368 360 21,600 0.31 0.08 1,706 2,235 -529 720 43,200 0.18 0.05 1,981 4,470 -2,489 1,440 86,400 0.12 0.03 2,641 8,940 -6,299 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =12 Units wide =1 Total Chambers =12.00 ft Capacity/Unit =74.9 cf Infiltration Area =559 sf Infiltration Rate =373 cf/hr System Checks Maximum Runoff Developed (Vs Max)=820 cf Total Volume Provided =899 cf System Recovery Maximum Runoff =820 cf Other Sources =0 cf Percolation Volume =820 cf Recovery Time = 2.2 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - East Roadway North Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =20,823 sf C=0.95 Date: 02/23/2026 Pervious Area =3,965 sf C=0.20 Project #: 125092 ΣArea =24,788 sf ΣArea =0.57 acres C Coefficient =0.83 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 1.94 1,162 112 1,050 15 900 3.25 1.54 1,382 167 1,214 30 1,800 2.05 0.97 1,743 335 1,408 60 3,600 1.30 0.61 2,211 669 1,541 120 7,200 0.72 0.34 2,449 1,338 1,111 180 10,800 0.54 0.26 2,755 2,007 748 360 21,600 0.31 0.15 3,163 4,014 -851 720 43,200 0.18 0.09 3,673 8,028 -4,356 1,440 86,400 0.12 0.06 4,897 16,057 -11,160 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =22 Units wide =1 Total Chambers =22 Capacity/Unit =74.9 cf Infiltration Area =1,004 sf Infiltration Rate =669 cf/hr System Checks Maximum Runoff Developed (Vs Max)=1,541 cf Total Volume Provided =1,648 cf System Recovery Maximum Runoff =1,541 cf Other Sources =0 cf Percolation Volume =1,541 cf Recovery Time = 2.3 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - East Roadway South Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =20,085 sf C=0.95 Date: 02/23/2026 Pervious Area =4,211 sf C=0.20 Project #: 125092 ΣArea =24,296 sf ΣArea =0.56 acres C Coefficient =0.82 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 1.88 1,125 107 1,019 15 900 3.25 1.49 1,338 160 1,178 30 1,800 2.05 0.94 1,688 320 1,368 60 3,600 1.30 0.59 2,140 639 1,501 120 7,200 0.72 0.33 2,371 1,279 1,092 180 10,800 0.54 0.25 2,667 1,918 749 360 21,600 0.31 0.14 3,063 3,836 -774 720 43,200 0.18 0.08 3,556 7,673 -4,116 1,440 86,400 0.12 0.05 4,742 15,345 -10,603 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =21 Units wide =1 Total Chambers =21 Capacity/Unit =74.9 cf Infiltration Area =959 sf Infiltration Rate =639 cf/hr System Checks Maximum Runoff Developed (Vs Max)=1,501 cf Total Volume Provided =1,573 cf System Recovery Maximum Runoff =1,501 cf Other Sources =0 cf Percolation Volume =1,501 cf Recovery Time = 2.3 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - West Roadway North Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =29,853 sf C=0.95 Date: 02/23/2026 Pervious Area =5,037 sf C=0.20 Project #: 125092 ΣArea =34,890 sf ΣArea =0.80 acres C Coefficient =0.84 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 2.76 1,659 156 1,503 15 900 3.25 2.19 1,972 234 1,738 30 1,800 2.05 1.38 2,488 468 2,020 60 3,600 1.30 0.88 3,155 936 2,219 120 7,200 0.72 0.49 3,495 1,872 1,623 180 10,800 0.54 0.36 3,932 2,808 1,124 360 21,600 0.31 0.21 4,514 5,615 -1,101 720 43,200 0.18 0.12 5,243 11,231 -5,988 1,440 86,400 0.12 0.08 6,990 22,462 -15,472 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =31 Units wide =1 Total Chambers =31 Capacity/Unit =74.9 cf Infiltration Area =1,404 sf Infiltration Rate =936 cf/hr System Checks Maximum Runoff Developed (Vs Max)=2,219 cf Total Volume Provided =2,322 cf System Recovery Maximum Runoff =2,219 cf Other Sources =0 cf Percolation Volume =2,219 cf Recovery Time = 2.4 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Drainage Calculations Basin Developed Volume Home Depot - West Roadway South Infiltrator Drain Prepared By: Russ Hepworth Impervious Area =32,611 sf C=0.95 Date: 02/23/2026 Pervious Area =5,096 sf C=0.20 Project #: 125092 ΣArea =37,707 sf ΣArea =0.87 acres C Coefficient =0.85 Storage Volume Required (100-yr Storm)(based on Zone "G" IDF Curve, 100-yr Return Period) Time (min)Time (sec) Intensity (in/hr)Q dev. (cfs)V dev. (cf)V inf. (cf)Vs (cf) 10 600 4.10 3.01 1,807 166 1,641 15 900 3.25 2.39 2,149 249 1,900 30 1,800 2.05 1.51 2,711 498 2,213 60 3,600 1.30 0.95 3,438 995 2,443 120 7,200 0.72 0.53 3,808 1,990 1,818 180 10,800 0.54 0.40 4,284 2,986 1,299 360 21,600 0.31 0.23 4,919 5,971 -1,052 720 43,200 0.18 0.13 5,712 11,943 -6,230 1,440 86,400 0.12 0.09 7,616 23,885 -16,269 Drainage System Characteristics System Infiltration Rate =8.00 in./hr Units long =33 Units wide =1 Total Chambers =33 Capacity/Unit =74.9 cf Infiltration Area =1,493 sf Infiltration Rate =995 cf/hr System Checks Maximum Runoff Developed (Vs Max)=2,443 cf Total Volume Provided =2,472 cf System Recovery Maximum Runoff =2,443 cf Other Sources =0 cf Percolation Volume =2,443 cf Recovery Time = 2.5 System OK (Excess Capacity) hours 250528_ Storm Water Calcs_125092.xlsx Home Depot 329 Teton River Temple St., Rexburg, Idaho Storm Water Management Report Appendix C Geotechnical Report January 7, 2026 File: MO25124A Mr. Dan Zoldak, P.E., Vice President Lars Andersen & Associates, Inc. 4694 W. Jacquelyn Ave. Fresno, CA 93722 and Mr. Graham Owings The Home Depot U.S.A., Inc. RE: Final Geotechnical Engineering Evaluation Proposed Home Depot Store North 2nd East Road Rexburg, Idaho Happy New Year, Graham and Dan. GeoProfessional Innovation Corporation (GPI) performed the geotechnical engineering evaluation for the new Home Depot store in Rexburg, Idaho. Our services referenced the individual tasks delineated in our proposal for geotechnical services dated March 28, 2025. We previously submitted a Geotechnical Exploration Summary dated October 21, 2025 and distributed a draft report dated December 15, 2025. Subsequently, we attended several design team meetings and discussed those findings as well as responded to design team requests for clarification. Our opinion is this project’s primary geotechnical considerations include a localized sandy silt and clay plume encountered in several exploration locations within the middle of the site, along with relatively shallow groundwater under the proposed improvements. GPI recommends removing the sandy silt and clay where encountered beneath foundations. Foundations shall bear directly on native gravel, providing a uniform bearing substrate within the building and garden center foundation alignments. This report provides site-specific geotechnical recommendations for earthwork activities, foundation design, concrete slab-on-grade floors, flexible and rigid pavement designs, and stormwater disposal based on the conditions that we encountered during exploration. Read and implement the geotechnical recommendations presented herein in their entirety; portions or individual sections of our report cannot be relied upon without the supporting text in other pertinent sections. Our opinion is that project construction success will depend, in part, on The Home Depot USA, Incorporated design and construction team implementing our report recommendations, adhering to good construction practices, and providing the necessary construction monitoring, testing, and geotechnical consultation to document the work has been accomplished as recommended herein. Presently, we anticipate GPI will be retained to provide construction monitoring, material testing, and special inspection services throughout project construction. We appreciate the opportunity to continue our relationship with Lars Andersen & Associates and The Home Depot on this project. Please do not hesitate to contact us if you have any questions or comments. Sincerely, GPI Justin B. Maffey, P.E. Noah G. Hattrup Travis J. Wambeke, P.E. Project Engineer Staff Engineer Principal Final Geotechnical Engineering Evaluation Proposed Home Depot Store North 2nd East Road Rexburg, Idaho PREPARED FOR: Mr. Dan Zoldak, P.E., Vice President Lars Andersen & Associates, Inc. 4694 W. Jacquelyn Ave. Fresno, CA 93722 and Mr. Graham Owings The Home Depot U.S.A., Inc. PREPARED BY: GeoProfessional Innovation Corporation 6 O’Donnell Rd. Pullman, WA 99163 509.339.2000 www.geoprocorp.com January 7, 2026 TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................................... 1 SCOPE OF SERVICE ................................................................................................................................................ 1 PROJECT UNDERSTANDING .................................................................................................................................. 2 Existing Site Conditions .................................................................................................................................... 2 Planned Improvements .................................................................................................................................... 2 FIELD EXPLORATION ............................................................................................................................................. 3 Geophysical Survey .......................................................................................................................................... 3 Exploratory Borings and Test Pits..................................................................................................................... 4 Infiltration Testing ............................................................................................................................................ 4 LABORATORY TESTING .......................................................................................................................................... 5 SUBSURFACE CONDITIONS ................................................................................................................................... 5 Geologic Environment ...................................................................................................................................... 5 Site Subsurface Conditions ............................................................................................................................... 6 DISCUSSION .......................................................................................................................................................... 7 GEOTECHNICAL RECOMMENDATIONS ................................................................................................................. 7 General ............................................................................................................................................................. 8 Earthwork ......................................................................................................................................................... 8 Test Pit Remediation .................................................................................................................................... 8 Site Stripping ................................................................................................................................................ 8 Dust Management ....................................................................................................................................... 9 Establishing Subgrades ................................................................................................................................ 9 Primary Construction Entrance .................................................................................................................. 10 Excavation Characteristics ......................................................................................................................... 10 Structural Fill .............................................................................................................................................. 11 Site Soil Reuse ............................................................................................................................................ 12 Embankment Construction ........................................................................................................................ 13 Compaction ................................................................................................................................................ 13 Coarse Soil Compaction ......................................................................................................................... 13 Slope Construction ..................................................................................................................................... 14 Slope Maintenance & Erosion Control Considerations.............................................................................. 14 Compaction Documentation ...................................................................................................................... 14 Wet Weather/Wet Soil Construction ......................................................................................................... 15 Geosynthetic Applications ......................................................................................................................... 16 Foundation Design and Construction ............................................................................................................. 17 Shallow Foundation Design Criteria ........................................................................................................... 17 Site Seismicity and Liquefaction Potential ..................................................................................................... 18 Lateral Earth Pressures................................................................................................................................... 19 Wall Drainage Requirements ..................................................................................................................... 20 Concrete Slab-On-Grade Floors ..................................................................................................................... 21 Minimum Slab Support Section ................................................................................................................. 21 Slab Modulus of Subgrade Reaction (k) ..................................................................................................... 22 Vapor Retarder Applications ...................................................................................................................... 22 Frost Protection ......................................................................................................................................... 22 Site Drainage .................................................................................................................................................. 23 Surface Drainage ........................................................................................................................................ 23 Foundation Drainage ................................................................................................................................. 23 Stormwater Infiltration Considerations ..................................................................................................... 23 Pavement Section Design ............................................................................................................................... 24 Asphalt Pavement Quality Assurance ........................................................................................................ 28 Rigid Concrete Pavement........................................................................................................................... 28 Joint Spacing and Reinforcement .............................................................................................................. 29 Pavement Maintenance Considerations .................................................................................................... 29 GEOTECHNICAL DESIGN CONTINUITY ................................................................................................................. 30 EVALUATION LIMITATIONS ................................................................................................................................. 30 REPORT TABLES AND FIGURES Photograph 1: Looking East From Site’s Western Edge ........................................................................................ 2 Photograph 2: Drill Exploration in Building Footprint .......................................................................................... 4 Figure 1: Rexburg Fault and Offsets (South and East of the Site) ......................................................................... 6 Figure 2. Primary Construction Entrance Section ............................................................................................... 10 Table 1. Structural Fill Specifications and Allowable Use ................................................................................... 12 Table 2. Required Compaction for Designated Project Areas ............................................................................ 13 Figure 3. Over-Excavation Schematic ................................................................................................................. 16 Table 3. Geosynthetic Specifications .................................................................................................................. 17 Table 4: Seismic Response Criteria (ASCE 7-16)1 ................................................................................................ 19 Table 5. Static Equivalent Fluid Weight (EFW) .................................................................................................... 19 Figure 4. Static EFWs on Below-Grade Walls ...................................................................................................... 20 Figure 5. Dynamic EFWs on Below-Grade Walls ................................................................................................. 20 Figure 6. Loading Dock Trench Drain Schematic ................................................................................................. 21 Figure 7. Concrete Slab Schematic ...................................................................................................................... 22 Table 6: Infiltration Results ................................................................................................................................. 24 Table 7: Pavement Section Design Parameters .................................................................................................. 25 Table 8: Flexible Pavement Section Design ........................................................................................................ 26 Figure 8. Fire Apparatus Model Geometry and Parameters ............................................................................... 26 Figure 9. Fire Apparatus – Tire Loading Deflection ............................................................................................. 27 Figure 10. Fire Apparatus – Aerial Stabilizer Deflection ..................................................................................... 27 Table 9: Rigid PCC Pavement Section Design ...................................................................................................... 29 Table 10. Contraction Joint Spacing Characteristics ........................................................................................... 29 Figure 11. Concrete-to-Asphalt Transitions ........................................................................................................ 29 REPORT PLATES AND APPENDICES Plate 1: Exploration Map Plate 2: Perimeter Foundation Drain Schematic Appendix A: Geophysical Survey Results Appendix B: Exploration Logs and Unified Soil Classification System Appendix C: Laboratory Test Results Final Geotechnical Engineering Evaluation Proposed Home Depot Store North 2nd East Road Rexburg, Idaho INTRODUCTION GeoProfessional Innovation Corporation (GPI) prepared this report outlining geotechnical recommendations to assist The Home Depot USA, Incorporated (Home Depot) with design and construction for the planned store for retail distribution of construction building supplies and equipment. Lars Andersen & Associates (Lars Andersen) is the project’s lead designer and coordinator of our services, with The Land Group, Inc. serving as the project civil engineer and WD Partners as the architect and structural designer. The proposed store site is currently part of an undeveloped parcel in use for agriculture operations, just east of North 2nd East Road in Rexburg, Idaho, as shown on the attached Plate 1, Exploration Map. GPI accomplished subsurface exploration and laboratory testing to help characterize site soil, geologic, and hydrogeologic conditions. Generally, site soil conditions are conducive to supporting the planned loading from columns and tilt-up concrete walls. While the subgrade soil is generally granular and capable of being worked with during most seasonal conditions, a knowledgeable contractor with the necessary equipment and experience is required to prepare the building pad, remove the thin lens of sandy silt and clay below foundations, and prepare subgrades as outlined herein. This report is the culmination of our consultation with Home Depot and Lars Andersen and provides our geotechnical design recommendations and earthwork construction requirements. More specifically, the following report sections review our scope of services, project understanding, exploration findings, and delineate geotechnical design and construction criteria. SCOPE OF SERVICE The following outlines the geotechnical tasks performed by GPI: 1. Coordinated exploration with Lars Andersen and the Idaho Digline prior to initiating exploration. Reviewed regional geotechnical data along with Home Depot’s preliminary grading and site configuration plans as well as structural performance criteria. 2. Subcontracted and coordinated geophysical survey services to establish exploration locations and conduct a seismic shear wave velocity survey using multichannel analysis of surface waves (MASW), microtremor array measurements (MAM), and refraction microtremor (ReMi). 3. Explored the planned development area by advancing 42 soil borings and 6 test pits. We collected soil samples at various depths and exploration locations for laboratory testing. Our staff observed exploration and visually classified and described the soil encountered in reference to the Unified Soil Classification System (USCS). 4. Accomplished 4 field infiltration tests at various locations considered probable for stormwater disposal to evaluate the near-surface soil infiltration characteristics. 5. Installed piezometers in 3 boring locations at opposite sides of the building pad for groundwater monitoring. Piezometers included a 1.25-inch-diameter PVC pipe extending 15 feet below the existing ground surface. The piezometers have 5 to 10 feet of screened interval at the base and solid pipe protrudes from the ground surface for groundwater monitoring. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 2 6. Accomplished laboratory testing referencing ASTM International (ASTM) procedures to estimate soil engineering parameters. 7. Prepared an exploration summary with preliminary design criteria, exploration logs, and laboratory data dated October 21, 2025. 8. Advanced geotechnical engineering analysis and developed design and earthwork construction recommendations commensurate with the planned improvements and Home Depot’s conventional foundation approach. Prepared a draft report for the design team’s review. 9. Interacted with the design team, providing clarifications as requested and this final report for design and construction. PROJECT UNDERSTANDING Existing Site Conditions The proposed site is currently an undeveloped, agricultural field located just east of North 2nd East Road and south of US-20 and the Teton Island Canal. The site is bordered to the north by the unlined irrigation canal, followed by agricultural fields and then US-20, to the east and south by agricultural fields, and to the west by the North 2nd East Road and a new Teton River Idaho Temple for the Church of Latter-day Saints that is currently being constructed. The site’s existing ground surface is relatively flat and gently sloping down to the south, with less than 4 feet of vertical relief. The approximate development area is shown in the attached Plate 1, Exploration Map. The existing site conditions are shown in Photograph 1. The field surface comprises recently harvested grain crop stubble, with an access point and overhead power utilities bordering the field to the west. Photograph 1: Looking East From Site’s Western Edge Planned Improvements Home Depot will construct a new store with an approximate 107,000-square-foot footprint and an attached 28,000-square-foot garden center and lumber canopy. The structure will be supported on typical shallow foundations and concrete slab-on-grade floors. The structure will comprise steel columns, a bar joist roof system, with concrete tilt-up walls comprising a total integrated panel system (TIPS). The structure will impose the following loads: Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 3 Maximum Column Foundation Load: 140.0 kips Maximum Wall Foundation Load: 5.6 kips per linear foot Typical Sales Floor Slab Load: 325 pounds per square foot (psf) Typical Lumber Apron Slab Load: 450 psf Fork Lift Applied Slab Load: 4,000 psf Racking Load: 10 kips/post From the current Home Depot Geotechnical Guidelines, settlement tolerances for slabs and foundations are 1 inch total and ½ inch differential in 50 feet. Seismically induced settlement tolerance is less than 1½ inch13500*es total. The proposed building footprint will be raised to facilitate a finish floor elevation of 4883.0 feet above mean sea level (AMSL). This requires 2 to 4 feet of structural fill embankment to achieve finished grades above the existing ground surface. Landscape retaining walls are not planned. However, elevated stem walls that retain between 4 and 6 feet of backfill will be constructed for the loading dock currently planned on the building’s northwest corner. The structure will be surrounded by concrete sidewalks and asphalt-paved access drives and parking areas. Isolated concrete aprons will be constructed for the lumber pad areas and the loading dock for heavy duty traffic applications. Passenger vehicle and delivery truck access will extend to the site from North 2nd East Road with drive lanes connecting to the parking area from the south. Light-duty pavement sections are designed for 50,000 equivalent single axle loads (ESALs), while heavy-duty pavement sections are designed for 220,000 ESALs, based on the 10-year design life specified in the Home Depot Guidelines. An approximate 50-foot-tall monument sign will be constructed near the site’s southwest entrance. Site stormwater will be collected from impervious surfaces, conveyed to oil/water separators, and ultimately disposed via infiltration into a large infiltration basin on the west edge of the parking lot. Civil design shall maintain a minimum separation of 3 feet between the basin invert and the seasonal high groundwater elevation, unless otherwise approved by the City Engineer. Public and franchise utilities will extend to the site from existing connections in the immediate vicinity. FIELD EXPLORATION Geophysical Survey GPI conducted geophysical exploration to assist in refining the subsurface conditions encountered and to evaluate the potential for uncontrolled fill and/or existing utility alignments. Geophysical exploration occurred approximately 1 week prior to subsurface exploration. Additionally, the methods employed helped characterize the seismic soil site class as Class C based on soil shear wave velocity. Seismic Shear Wave Velocity The MASW, MAM, and ReMi surveys were advanced near the center of the proposed building to help assess the seismic shear wave velocity of the soil profile at depth (100 feet). These methods use dispersive characteristics of surface waves to evaluate the shear wave velocity variations at depth. To perform these surveys, velocity data are derived by generating surface waves generated by a controlled impulse (12-pound hammer strike) at the surface and a geophone array receives the reflected subsurface data. Ambient MAM data from hammer blows over 10 minutes was collected to help produce a smooth, broad-spectrum curve. The average shear wave velocity within the upper 100 feet below the surface is calculated from the survey data to be 1,051 feet per second. This corresponds to a seismic site Class D referencing the 2018 International Building Code and the American Society of Civil Engineers (ASCE) 7-16 as discussed in subsequent sections of this document. The Geophysical Survey Results are provided in Appendix A for more detail. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 4 Exploratory Borings and Test Pits Exploration occurred between September 29 and October 6, 2025. GPI observed 42 exploratory borings extending 16.5 to 31.5 feet below the ground surface via a CME-55 truck-mounted drill via hollow stem augers, mud rotary, and standard penetration test (SPT) equipment. Additionally, 6 test pits were advanced 6.5 to 13.0 feet below the existing ground surface using a Volvo BL70B backhoe with a 2.5-foot-wide bucket and standard soil excavation teeth. Approximate exploration locations are illustrated on Plate 1. During exploration, GPI visually classified, described, and logged the soil encountered in reference to the USCS. We collected select in-place soil samples from various depths and locations for subsequent laboratory testing. We installed 3 piezometers in borings B-25124A-3, -5, and -22 to monitor groundwater fluctuations within 15 feet of the surface. The USCS is presented with exploration logs in Appendix B, USCS and Exploration Logs and should be used to interpret the soil conditions described in this document and on the individual exploration logs. Borings were loosely backfilled with site soil and bentonite upon completion. Test pits were loosely backfilled with site soil, were not compacted, and must be remediated at the onset of construction. Photograph 2: Drill Exploration in Building Footprint Infiltration Testing Infiltration testing was accomplished in borings B-25124A-28, -34, and test pits TP-25124A-1 and -3 at depths ranging from 3.0 to 5.0 feet below the ground surface in the alluvial gravel, which is the recommended drainage unit. We performed the infiltration testing using borehole and small-scale test pit methods that repeatedly recorded falling head measurements over the course of 1 day. The infiltration test results are discussed in this report’s Surface Drainage section. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 5 LABORATORY TESTING We performed laboratory testing in reference to ASTM standards on select soil samples obtained during exploration. Laboratory Test Results are provided in Appendix C. Laboratory testing included: Natural moisture content Atterberg limits Grain size distribution In-situ density Moisture-density relationships (Proctor) California bearing ratio (CBR) Soil pH, resistivity, sulfate content Organic content, cation exchange capacity These laboratory test results were used in conjunction with field testing and observations to correlate soil engineering characteristics for geotechnical design. SUBSURFACE CONDITIONS Geologic Environment The project site is located in the upper Snake River Plain near the City of Rexburg in Madison County, Idaho. The region is bordered by the Teton Range and Yellowstone Plateau to the east and the Menan Buttes and lower Snake River Plain to the west. The area lies within a broad volcanic-tectonic basin influenced by both Basin and Range extension and the Yellowstone hotspot track. The valley is a structural depression filled with Quaternary alluvium and volcanic deposits overlying older Tertiary volcanics and sedimentary units. This landscape formed through a combination of extensional tectonic processes and repeated volcanic activity during the Tertiary and Quaternary geologic time periods. The site is shown on the Geologic Map of the Rexburg Quadrangle as gravelly outwash of the Henrys Fork and South Fork Teton River (Qgh). The unit description includes “massive to thickly bedded, well-rounded cobble to pebble gravel, with an open-framework filled by subangular sand. Gravel clasts consist of rhyolite, basalt, quartzite, gneiss, and obsidian. These deposits occur along elevated fluvial terraces above the modern Snake River and its tributaries. The site is located within a seismically active region associated with the broader Intermountain Seismic Belt and the eastern Snake River Plain tectonic system. Although the area lacks surface fault expressions, numerous mapped and suspected Quaternary faults are present within the surrounding area, including the Rexburg Fault Zone located approximately 3 to 5 miles east of the site. This zone is not an active fault zone and consists of normal faults associated with crustal extension in the Snake River graben system. No visible fault traces, fault rupture features, or evidence of recent surface faulting were observed during site reconnaissance and exploration activities. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 6 Figure 1: Rexburg Fault and Offsets (South and East of the Site) Map Key: location of Rexburg quadrangle indicated with box; red stars = asaltic vents; green stars = pit craters on Rexburg bench; RF = Rexburg fault; HF = Heise fault; GVF = Grand Valley Fault; MB = Menan Buttes volcanic rift; SBLC = Sommers Butte-Lyons Creek volcanic rift; thin yellow lines are small offset faults and lineaments.1 Site Subsurface Conditions Topsoil containing trace to moderate amounts of vegetation and organic matter was observed in each exploration location comprising sandy silt with gravel that was brown, loose, and moist extending 0.2 to 0.5 feet below the existing ground surface. The vegetation and organics were associated with previously harvested barley crops. We did not identify deeper deposits of vegetation and organics in boring or test pit locations. However, isolated, deeper deposits may be encountered. Beneath topsoil, an alluvial soil profile consisting of thin lenses of sandy silt with gravel or sandy lean clay with varying amounts of gravel was encountered, generally less than 3 feet thick. The near surface soil layers were underlain by poorly-graded gravel grading into poorly-graded sand at depth. The soil units encountered during exploration were described as follows: 1 Phillips, W.M., Embree, G.F., and Welhan, J.A., 2016, Geologic Map of the Rexburg Quadrangle, Madison County, Idaho (Idaho Geological Survey Digital Web Map DWM-178, scale 1:24,000), Idaho Geological Survey, University of Idaho, Moscow, Idaho. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 7 Alluvium – Sandy Lean Clay with Gravel (CL): brown, firm to stiff, and moist. Alluvial clay containing sand and gravel was encountered in a plume extending through the middle of the site and below topsoil. The sandy clay extended 0.2 to 4.0 feet below the ground surface. Reference Plate 1 for the locations where sandy clay with gravel was encountered. Alluvium – Sandy Silt with Gravel (ML): brown, loose to medium dense, and moist. Alluvial sandy silt with gravel was encountered below topsoil in each exploration location, outside of the mapped sandy clay plume on Plate 1, and extended 0.2 to 1.9 feet below the ground surface. Alluvium – Poorly-Graded Gravel with Sand (GP): brown and gray to black, medium dense to very dense, and moist to saturated. Alluvial gravel contained varying amounts of silt and sand; was consistently encountered below either sandy silt or sandy lean clay from 0.9 to 17.0 feet below the ground surface. Alluvium – Poorly-Graded Sand with Gravel (SP): gray to black, medium dense to very dense, and saturated. Alluvial sand was encountered below poorly-graded gravel in borings B25124A-2 to -26 from 17.0 to 31.5 feet. Groundwater was encountered in each exploration, except test pits TP-25124A-4, -5, and -6, between 6.1 and 12.5 feet below the ground surface. Groundwater in the 3 piezometers installed was measured during exploration between 7.5 to 8.3 feet below the surface and between 7.6 to 8.9 feet below the surface after drilling was complete. The piezometers were re-measured during a subsequent site visit on January 6, 2025, at which time groundwater levels were observed between approximately 8.4 and 9.7 feet below the ground surface. Future monitoring will be reported to the project team. Bedrock was not encountered in the locations or depths explored. DISCUSSION Upon completing exploration, GPI evaluated the field and laboratory data, geologic research in the area and provided an Exploration Summary to Home Depot and Lars Andersen. In that summary and in this report, we consider the sandy clay plume encountered in exploration locations extending below a considerable portion of the building footprint an aspect of site development that must be carefully evaluated. Currently, this report recommends removing the sandy silt and clay beneath foundation alignments. Outside of foundation alignments, the sandy lean clay and silt must be moisture conditioned and compacted to achieve structural fill criteria prior to structural fill placement. Additionally, groundwater exists within 7 to 10 feet of the existing ground surface and will impact foundation installation for loading docks as well as deeper utility construction. These are the primary geotechnical design and construction considerations to be evaluated for this project. Additionally, the project is slated to initiate construction in the spring of 2026. Cold and wet weather may exist at that time. The near surface silt and clay will have moisture contents in excess of optimum and will be difficult to reuse as structural fill. Herein, we discuss construction implications during wet weather and provide alternatives that can be evaluated by the construction team that can help armor the site to reduce rework and improve foundation and slab preparations. GEOTECHNICAL RECOMMENDATIONS The following sections delineate GPI’s recommendations and design and construction criteria for various geotechnical-related project components. These recommendations are based on our current project understanding combined with field exploration and laboratory testing results. These were the basis of our geotechnical analyses and resulting recommendations outlined in the following sections. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 8 General We anticipate sequencing for the planned earthwork construction will be critical to achieving the intended earthwork and building performance. Construction phasing and scheduling is solely within Home Depot’s purview and that of the selected contractor, referencing their design and construction means and methods. However, we offer the following suggested construction sequence for consideration with respect to establishing earthwork and geotechnical-related project components. 1. Cease irrigation within the project extents at least 2 months prior to commencing earthwork construction. 2. Accomplish site stripping, test pit remediation, and prepare native subgrades to receive structural fill during dry weather. 3. Cut and fill with site soil or imported material to achieve building and hardscape section subgrades. 4. Proceed with building construction over approved subgrades and structural fill. 5. Initiate pavement system construction prior to wet/cold winter months. Many of these steps can occur simultaneously. Also, other sequences may be viable and can achieve the project objectives outlined herein. However, the recommendations in this report are based on this anticipated sequence of basic earthwork construction aspects. Earthwork Test Pit Remediation Test pits located within 10 lateral feet of planned improvements must be remediated at the onset of earthwork construction. Initiate earthwork by relocating the 6 exploratory test pits and excavating loose backfill, replacing it with granular structural fill referencing the Structural Fill report section. GPI recorded GPS coordinates for each test pit and their locations were staked in the field. GPI can provide the test pit coordinates if necessary to relocate test pits for remediation. Test pits measure approximately 3 feet wide by 10 feet long and an average of 8 feet deep, resulting in an estimated volume of imported granular structural fill between 9 and 10 cubic yards for each test pit. Site Stripping Strip soil containing vegetation and organics from beneath planned improvements. Exploration identified vegetation and organics from 0.2 to 0.5 feet thick at the ground surface. We recommend budgeting for an average of 0.4 feet of topsoil stripping to remove soil containing surface organics. Utilizing dozers, tracked excavators, or other low ground pressure equipment to strip site topsoil has proven effective at reducing subgrade disturbance. When stripping reveals sandy clay within the building, garden center, lumber canopy, loading dock, and entrance footprints, it must also be undercut and removed to expose native gravel. Strip and remove all soil containing vegetation and organics from beneath planned improvements, including the building and garden center footprints, pavements, hardscapes, utility alignments, soil cuts, and all fill placement areas. Extend stripping at least 5 feet laterally outside of planned improvement areas. Soil containing vegetation and organics shall be disposed offsite or may be reused on site for landscaping, but it may not remain beneath planned improvements and may not be reused as structural fill. Stripping is expected to expose gravel and sand, with localized sandy lean clay deposits as shown on Plate 1. Below topsoil, sandy silt and clay is suitable for reuse as structural fill or as subgrades from which to construct embankments Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 9 beneath hardscapes and pavement provided it is moisture conditioned and compacted to the earthwork requirements outlined herein. However, sandy silt and sandy clay may not be used as structural fill beneath the building footprint. Excavated alluvial gravel may be utilized beneath the building footprint. Dust Management Dust management is critical during site disturbing activities. The soil at the site surface is susceptible to wind disturbance. The site’s proximity to several commercial and residential developments as well as public roadways requires adequate dust control throughout construction to meet the City’s requirements. Home Depot’s earthwork contractors must understand and prepare for this, utilizing water or other means for regular dust control. Further, tracking offsite soil onto public roads will cause local complaints and possibly financial fines if a repetitive construction condition exists. We recommend construction entrances be limited and capped with coarse granular fill delineated by the contractor’s Stormwater Pollution Prevention Plan (SWPPP), that will collect mud prior to tracking onto roadways. Further, the contractor shall maintain provisions for daily sweeping the public roadways within 100 feet of site entrances. Establishing Subgrades We expect structural earthwork for site grading on this project will be typical, without the need for special techniques, stabilizing additives, or equipment. Over-excavations are required to remove silt and clay soil from beneath foundations and shall be replaced with Crushed Aggregate compacted to structural fill conditions. After test pit remediation, site stripping, and prior to advancing grading, foundation, or pavement construction, prepare subgrades as outlined below: Embankment Subgrades: • Prior to placing structural fill for site grading, compact the exposed native subgrades to at least 92% of the soil’s maximum dry density referencing ASTM D1557 (Modified Proctor). Reference the Coarse Soil Compaction report section where subgrade soil is visually and laboratory verified as too coarse in reference to Modified Proctor. • To accomplish subgrade compaction, contractors shall expect to moisture condition (i.e., wetting or drying) the soil to near optimum moisture content. Additionally, large (10-ton), vibratory, grid, smooth drum, or equivalent compaction equipment are necessary to achieve the required compaction at the subgrade and when using site soil for structural fill. Foundation Subgrades: Expose native gravel in foundation alignments and compact to 95% of the Modified Proctor. This may require over-excavation (under-cutting) to remove silt and clay. Replace over-excavations with CA-1 placed over compacted subgrades and compacted to 95% of the Modified Proctor. Concrete Slab, Hardscape, and Pavement Section Subgrades: Prior to placing CA-1 for the respective section(s), moisture condition and compact the subgrade to at least 95% of the Modified Proctor. After preparing subgrades, it is the contractor’s sole responsibility to protect subgrades from degradation, freezing, saturation, or other disturbance. If building construction lags behind the mass grading such that seasonal wet and freezing weather conditions saturate and soften the finished subgrades, additional earthwork will be required to recompact loosened or softened surface soil to re-establish structural fill conditions. This re-work shall be specified as part of the building package if construction is delayed by more than 1 month after the earthwork package. Also note, rework at subgrades that may have been exposed to wet or freezing weather can be laborious. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 10 Our opinion is that careful construction and earthwork procedures are critical to achieving adequate subgrade preparation, reducing over-excavation, and achieving the project’s structural objectives. Specifically, these procedures could include, but are not limited to, carefully staging equipment and/or stockpiles, routing construction equipment away from subgrades, and implementing aggressive site drainage procedures to help reduce saturating subgrades during wet weather conditions. GPI remains available to consult with Home Depot, the design team, and selected subcontractors as the project moves forward regarding subgrade preparation procedures. Primary Construction Entrance GPI recommends the primary construction entrance be established to the building area immediately after site stripping. Ideally, the construction entrance will align with a primary access drive shown on the site plan. Establish subgrades to facilitate the required granular support section and receive reinforcement via geotextile fabric followed by geogrid. Geotextile fabric and geogrid shall meet the requirements as specified in the Geosynthetic Applications report section. The construction entrance section shall comprise a minimum 1.3- foot-thick layer of granular structural fill as outlined in the Structural Fill section requirements. Specific to the construction entrance, the maximum particle size for SF-2 may be expanded to allow up to 0.5-foot-diameter aggregate, provided it is angular, jaw-run type material with less than 10% fines content. The construction entrance can be surfaced and maintained with CA-1 throughout construction. Assuming the construction entrance aligns with a primary access drive, fresh, CA-1 shall be placed at least 0.5 feet thick prior to paving (see Figure 2). Providing a granular construction entrance will also reduce the potential for tracking site soil onto public roadways. Figure 2. Primary Construction Entrance Section Excavation Characteristics We anticipate site soil may be excavated using conventional excavation techniques. Carefully plan and implement temporary excavations to be sloped, shored, or braced in accordance with the Occupational Safety and Health Administration (OSHA) regulations and local codes. Exploration and laboratory testing delineates site soil as type “C” soil when it remains dry. Therefore, provisions should be made to allow temporary excavations of any type to be sloped back to at least 1.5H:1V (horizontal to vertical) during dry conditions. However, temporary construction slopes can vary depending on soil type/consistency/moisture or groundwater conditions, and must be evaluated on a case-by-case basis during construction by the contractor. Specifically, caving conditions coinciding with relatively high groundwater levels in the substrate are probable in excavations extending 6 or more feet below the existing ground surface. Contractors shall expect these conditions prior to site excavations at or near the groundwater level. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 11 Construction vibrations can cause excavations to slough or cave. We do not recommend stockpiling materials adjacent to or within 10 feet of excavations, which may cause a surcharge and contribute to excavation instability. Ultimately, the contractor is solely responsible for site safety and excavation configurations factoring in water infiltration, construction access, adjacent loading, and other factors that contribute to excavation stability. Plan excavations with water collection points and utilize conventional sumps and pumps to remove nuisance water from runoff, seeps, springs, or precipitation. If site soil excavations are not immediately backfilled, they may degrade when exposed to runoff, infiltration, or seepage and require over-excavation and replacement with Granular Structural Fill. We recommend construction activities and excavation backfilling be performed as rapidly as possible following excavation to reduce the potential for subgrades to degrade under construction traffic or water intrusion. Further, proactively installing foundation drainage systems can facilitate drainage along the building’s perimeter and reduce over-excavation. Utility trenches or other excavations that extend more than 6 feet below the existing ground surface are prone to encountering groundwater and may require active dewatering. Pumps and sumps should be capable of collecting and removing groundwater seepage in trenches at a rate of up to 50 gallons per minute. Seepage and removal rates will dramatically increase as excavations extend deeper below the groundwater surface. Construction activities and excavation backfilling should be properly coordinated with available backfill, geotextiles, and equipment, and backfilling should be performed immediately following excavation to reduce the potential for subgrades to degrade under construction traffic. Structural Fill Place and compact all fill for this project as structural fill. On-site soil (excluding soil containing vegetation and organics or debris) may be reused as General Structural Fill (SF-1) provided it meets the applicable requirements in Table 1. However, on-site soil will likely require significant moisture conditioning to be suitable for compaction. Various imported fill materials will also be required throughout construction. Our recommended material requirements for structural fill reference the 2023 Idaho Transportation Department (ITD) Standard Specifications for Highway Construction (ITD Standards) and are described in Table 1. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 12 Table 1. Structural Fill Specifications and Allowable Use Soil Fill Product Allowable Use Material Specifications General Structural Fill (SF-1) • General site grading • Utility trench backfill • Soil classified as GM, GW, SM, SP, SM, or SW according to the USCS. • Soil must contain less than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances. • Maximum mean particle size must be less than 0.5 feet in diameter. • Site sandy silt (ML) and sandy clay (CL) is acceptable for use as SF-1 outside of the building footprint. Granular Structural Fill (SF-2) • Structural fill beneath building footprint • Primary construction haul route • Foundation/stem wall backfill • Over-excavations • SF-1 uses • Meeting requirements in ITD Standards Section 205.02.B – Granular Borrow. • ITD specification may be expanded to maximum 0.5 feet particle size provided material is well-graded and contains less than 10% fines. • SF-2 shall be used for utility trench backfill when wet conditions exist. • Excavated site sand and gravel generally meet these requirements, but may require processing to remove oversize particles. Crushed Aggregate (CA-1) • Slab & pavement support aggregate • Pipe bedding • SF-2 uses • Meeting requirements in ITD Standards Section 703.04 - Aggregate for Untreated Base, Treated Base, and Road Mix – ¾ in. Type B. Drainage Aggregate (DA-1) • Stormwater drainage systems • Foundation drains • Meeting requirements in ITD Standards Section 703.02.C – Coarse Aggregate for Concrete (Drain Rock). Pipe Bedding (PB-1) • Utilities and conduits • Meeting requirements in ITD Standards Section 703.04 – Aggregate for Untreated Base, Treated Base, and Road Mix. Unsatisfactory Soil • NONE • Soil classified as MH, OH, CH, OL, or PT shall not be used as Structural Fill. • Any soil containing more than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances. • Moisture contents in excess of optimum do not constitute unsatisfactory soil; implement moisture conditioning. Site Soil Reuse On-site gravel and sand soil requires processing to meet the SF-1 requirements in Table 1, which may include moisture conditioning, and sorting to remove isolated organics, coarse material, or other unsuitable material. Excavated gravel may be used as SF-2 but requires processing to meet requirements outlined in Table 1. Contractors must understand and plan for the time required to process (moisture condition) soil to meet the earthwork and Structural Fill requirements. Difficulty achieving required compaction may impact construction costs, schedules, and other project aspects. Allowing time and space (i.e., lay-down area) to process excavated site soil and facilitate proper moisture conditioning is critical if the contractor plans to reuse site soil as Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 13 Structural Fill. Proper moisture conditioning can help reduce excessive compaction efforts and the need to import soil or aggregate. Embankment Construction Prior to placing structural fill to raise the site, prepare the subgrade by compacting native soil to 92% of the Modified Proctor. Should building pad construction be advanced between May and October, SF-1 may be used as embankment fill to establish the building pad. If building pad construction commences outside of this time frame, use SF-2 or CA-1 as embankment fill material to mitigate wet weather conditions. Compact each 1-foot- thick lift to 95% prior to placing additional fill. Compaction Place structural fill only over approved subgrades. Never place structural fill over frozen, saturated, loose or soft subgrades that are not reviewed and approved by the project geotechnical engineer retained for construction. Structural Fill products must be moisture conditioned to near optimum moisture content and placed in maximum 1-foot-thick, loose lifts. Moisture condition import materials as part of the importing process; avoid moisture conditioning at the point of placement. The allowable lift thickness requires compaction equipment with an energy rating of at least 10 tons. If smaller or lighter compaction equipment is used, reduce the lift thickness to meet the compaction requirements presented in Table 2. Table 2. Required Compaction for Designated Project Areas Project Area Applicable Structural Fill Product Compaction Requirement1 Embankment subgrades prior to filling Native soil2 92% Foundation subgrades Alluvial Gravel2 95% Foundation over-excavations or leveling course CA-1 95% Embankment fill, utility trench backfill SF-12, SF-22, or CA-1 95% Foundation/stem wall backfill, over-excavations SF-22 or CA-1 95% Slab, hardscape, and pavement support aggregate CA-1 95% 1. Relative compaction requirement compared to the maximum dry density of the soil as determined by ASTM D1557 (Modified Proctor). 2. Granular material that is too coarse to test via nuclear densometer and shall be compacted per the Coarse Soil Compaction section. Coarse Soil Compaction Any material with greater than 30% retained above the ¾-inch sieve is too coarse for Proctor density testing. Coarse granular structural fill products are often known locally as “pit-run” or “shot-rock.” Such coarse material may be used as SF-1 or SF-2 and the site subgrade soil will have areas that are too coarse for nuclear density testing. Compact coarse fill using a “method specification” developed during construction, based on the material characteristics and the contractor’s means and methods. A method specification exists in Section 205.03.F of the latest edition of the ITD Standards. This method develops the maximum density for coarse materials during construction, specific to the materials and conditions encountered. Alternatively, place coarse granular fill in maximum 1.5-foot-thick lifts and compact with at least 5 complete passes of a 10-ton, vibratory smooth drum or grid roller. Vibratory rollers must have a dynamic force of at least 30,000 pounds per impact per vibration, and at least 1,000 vibrations per minute. Coarse fill must be compacted to a dense, interlocking, and unyielding surface. The geotechnical engineer retained for construction must review the soil and aggregate material planned for fill use and monitor compaction effort full time during construction. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 14 Slope Construction The existing ground surface at the site and in the surrounding area is relatively flat. No evidence of large- or small-scale, current, or prehistoric landslides were observed during our site reconnaissance. Therefore, slope performance will be directly related to site grading and drainage design, earthwork construction quality, and ongoing slope maintenance procedures. Construct permanent slopes in landscape swales or for other development features at maximum 3H:1V (horizontal to vertical). Flatter slopes are typically much easier to vegetate/maintain and reduce the risks of shallow surface failures. Our experience is that slopes exposed to water such as in swales are at increased risk of slope instability and erosion. Slope Maintenance & Erosion Control Considerations It is necessary to provide appropriate erosion control measures on and adjacent the site such as hydroseeding, erosion control blankets, or other landscaping to reduce the potential for sloughing and erosion. Where applied, hydroseeding should include appropriate seed blends local to the area at the completion of construction and during appropriate germination periods specified by an experienced Landscape Architect or hydroseeder. Typically, hydroseeding is moderately successful during spring months and between October and early November with decreasing success before or after these periods. Evaluate hydroseeding and landscaping within 1 month prior to store opening. If necessary, reapply hydroseeding to improve uniform vegetative growth and reduce erosion. Maintain irrigation until the specified vegetation is established. Landscape plans should not place irrigation surrounding the building. Irrigation increases the risks of surface saturation and moisture migration beneath or adjacent the building. Further, breaks in irrigation lines or over- irrigation can saturate the soil adjacent to foundations and slabs resulting in settlement and stability problems. Landscaping should apply xeriscape or dryland themes wherever possible. Vigorously maintain erosion control measures until vegetation has the opportunity to establish itself. Minor sloughing and surface erosion should be expected along shallow slopes until vegetation is established. Compaction Documentation Successful earthwork activities are important to the project’s long-term performance. It is necessary that Home Depot’s contractor selection process ensure the retention of experienced earthwork subcontractors who have a proven track record of accomplishing earthwork in reference to geotechnical report requirements and industry standards. However, providing the necessary testing and engineering verification of earthwork activities is also a critical component of constructing geotechnical-related project components. The criteria below outline the minimum anticipated testing and observation frequencies to implement during earthwork and foundation construction. 1. Site Stripping and Test Pit Backfill Remediation: the subgrades exposed after these activities shall be observed by an experienced Geotechnical Engineer or GeoProfessional under Engineer’s direction to confirm native conditions as required by design. Test pit backfill compaction observed by Geotechnical Engineer or GeoProfessional to confirm structural fill conditions are achieved. 2. Embankment Subgrade Preparation: observed and documented by experienced Geotechnical Engineer or GeoProfessional under Engineer’s direction to confirm subgrade preparation prior to fill placement. One compaction test every 10,000 square feet (sf) or full-time observation of coarse material compaction for subgrades. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 15 3. Mass Grading/Structural Fill Placement: 1 compaction test every 10,000 sf, per fill lift, minimum 3 tests per testing event or near full-time observation of coarse fill compaction. 4. Foundation Subgrades: observed and documented by an experienced Geotechnical Engineer or GeoProfessional under Engineer’s direction to confirm native gravel subgrades. One compaction test every 50 linear feet of continuous foundations, plus 1 per column. Full-time observation of coarse material compaction. 5. Slab, Hardscape, and Pavement Support Aggregate: 1 compaction test every 5,000 sf, minimum of 3 tests per alignment/area, per fill lift. 6. Foundation Stem Wall Backfill: 1 compaction test every 100 lf of wall or minimum 3 tests per wall line (interior and exterior), whichever results in the greater number of tests, per fill lift. 7. Utility Trench Backfill: 1 compaction test every 100 lf of trench and minimum 3 tests per utility alignment, whichever results in the greater number of tests, per each fill lift. 8. Asphalt Pavement Construction: Verification Testing: full time compaction testing using a nuclear densometer during the first asphalt placement event. Collect 5 core samples for in-place density and thickness. Reject the high- and low- density values and use the remaining 3 cores for density acceptance and for densometer correlation. Additionally, 1 cold feed gradation and 1 laboratory test suite on a bulk sample of hot mix asphalt, including oil content, gradation and maximum theoretical (Rice) specific gravity. Perform straight edge measurements referencing the Asphalt Pavement Quality Assurance report section. Production Testing: 1 compaction test every 10,000 sf with a correlated nuclear density gauge, per lift of hot mix asphalt, minimum 10 acceptance tests per testing event; 1 laboratory test suite on a bulk sample of hot mix asphalt per each day’s paving, including oil content, gradation and maximum theoretical (Rice) specific gravity. Perform straight edge measurements referencing the Asphalt Pavement Quality Assurance report section. 9. PCC Pavement Construction: 1 compaction test every 5,000 sf, per lift, on supporting aggregate base course. One set of field tests on fluid concrete (slump, air content, unit weight, temperature) and 1 set of 5 compressive strength test cylinders per each day’s concrete placement or every 100 cubic yards, whichever results in the greater number of tests. Wet Weather/Wet Soil Construction It is important that earthwork construction take place during dry weather conditions. Rubber-tired equipment or vehicles will cause pumping or rutting during wet times of the year. Recompacting site soil to structural fill conditions requires considerable moisture conditioning and soil processing during warm, dry weather. Where pumping or rutting at the subgrade exists and adequate moisture conditioning does not remedy these conditions, remove soft and wet areas with smooth blade equipment at the Engineer’s or Home Depot’s direction. Over-excavation depths will vary with site moisture conditions, but should never extend beyond 1.5 feet without confirmation by the Engineer. Replace these over-excavations with SF-2 or CA-1 as described in the Structural Fill report section placed over non-woven geotextile fabric and geogrid referencing Figure 3. Where soft, disturbed soil is not removed and replaced in this manner, additional settlement and instability is possible. When excavation and construction is attempted near the groundwater table, construction should be Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 16 completed as rapidly as possible, with sumps and pumps to remove ponding water from the work surface (cross reference Excavation Characteristics report section). Figure 3. Over-Excavation Schematic Earthwork should be feasible most times of the year. However, avoid earthwork immediately after rainfall or until soil can dry sufficiently to allow construction traffic without disturbing the subgrade. Earthwork accomplished by track-mounted equipment reduces vehicular pressure applied to the soil and reduces the potential for subgrade damage. Subgrade damage is the responsibility of the contractor to remediate at no additional expense to Home Depot. Over-excavations shall only be allowed after the earthwork contractor has attempted to moisture condition and recompact the subgrade soil and was unsuccessful. During summer months, the site soil will be moderately below optimum moisture content and will require the addition of water to facilitate efficient, effective compaction. The general contractor and earthwork subcontractors shall expect these conditions and be prepared to supply water and thoroughly moisture condition the soil prior to attempting compaction. Water additions shall be carefully managed during freezing conditions. Wetting or attempting to dry soil may not be possible during freezing weather conditions. Geosynthetic Applications Geosynthetic separation fabric is recommended for asphalt pavement section construction, as well as for foundation drains and stormwater facilities (see Site Drainage report section). Geogrid reinforcement is not specified for any specific construction aspect for this project but may be required in over-excavations to remove soft and unstable soil if encountered at the time of construction. Geogrid reinforcement and geotextile fabric can aid constructability and help improve persistently soft subgrades encountered during construction. Where utilized, geosynthetics shall meet the specifications outlined below in Table 3. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 17 Table 3. Geosynthetic Specifications Geosynthetic Type Potential Applications Minimum Material Specifications Separation Geotextile • Asphalt pavement section subgrades • Foundation drains • Stormwater facilities • Over-excavations • Grab tensile strength: 270 pounds (ASTM D4632) • Puncture resistance: 600 pounds (ASTM D6241) • Permittivity: 0.7 seconds-1 (ASTM D4491) • Conforming to ITD Standards Section 718.07 Geogrid • Over-excavations • Persistent soft subgrade conditions • 93% junction efficiency (GRI-GG2-05) • 0.65 m-N/degree aperture stability • Ultimate tensile strength of 1,200 pounds/foot • Flexural stiffness: 750,000 mg-cm • Conforming to ITD Standards Section 641.02 Where utilized, apply geosynthetics directly on approved subgrades, taut, free of wrinkles, and overlapped at least 1 foot. Consult GPI to review geosynthetic applications or other subgrade improvement alternatives if desired. Foundation Design and Construction The following delineates GPI’s recommended foundation design criteria, which are based on site soil conditions and anticipated structural loads outlined in this report. The contractor shall incorporate these foundation design criteria into their subgrade preparation approach in order to support building and slab loads to meet the performance criteria in this report. If foundation loading conditions change or construction plans change from those described herein, please notify GPI so we can make appropriate changes to our design recommendations. Based on the structural loads, the subsurface conditions encountered, and our experience with similar soil conditions, our opinion is that shallow foundations may be supported directly on native gravel subgrades or compacted CA-1 over native gravel prepared per the Establishing Subgrades report section. Additionally, shallow foundation design shall incorporate the following criteria and the current International Building Code (IBC) edition: Shallow Foundation Design Criteria 1. Allowable foundation bearing pressure: 5,000 pounds per square foot (psf) with an allowable ⅓ increase for wind or seismic. This requires: a. Bearing on dense, compacted native gravel subgrades or compacted CA-1 over native gravel subgrades prepared per the Establishing Subgrades report section. b. Frost protection embedment depth: 3.0 feet below finished exterior surface (City of Rexburg). c. Drained conditions via a perimeter foundation drain surrounding the main building and garden center. See Plate 2, Perimeter Foundation Drain Schematic, and the Site Drainage report section for additional details. d. Where structural design utilizes thickened slabs for interior bearing walls, establish reinforcing steel and joint requirements to preclude cracking. 2. Static shallow foundation vertical settlement estimates: a. Total settlement: 1.0 inch. b. Differential settlement: ½ inch in 50-foot horizontal span. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 18 3. Lateral load resistance: a. Foundation base friction coefficient: i. 0.4 for foundations cast on compacted native gravel or compacted CA-1. ii. Reduce friction by ⅔ for precast elements. b. Lateral passive resistance is available on foundation sides at 530 pounds per cubic foot (pcf) equivalent fluid weight (EFW). This requires: i. Compacted SF-2 backfill. ii. ¾ inches of lateral movement to mobilize full passive pressure. iii. Drained conditions within stem wall backfill via a perimeter foundation drain. 4. The structural engineer must calculate the soil thickness above the monument sign foundation required to resist lateral and overturning loads. Utilize a moist unit weight of 130 pcf for SF-2 compacted over and adjacent the finished sign foundation. 5. The structural engineer must account for the lateral earth pressure to resist lateral and overturning loads applied to light pole bases. Utilize an allowable lateral bearing capacity equal to 530 psf/ft for light pole foundations. Utilizing this capacity requires the use of compacted SF-2 or CA-1 backfill. 6. Soil corrosivity: a. Laboratory test results indicate the native gravel exhibits a moderately corrosive environment (pH = 6.8 to 7.7, Resistivity = 1,720 to 12,500 ohm-cm, Sulfates = 6.0 to 78.9 ppm). b. Structural and civil design shall account for moderate corrosion potential in reinforcing steel spacing and clearances. c. Soil sulfate content is not expected to induce significant negative reactions with site concrete. However, concrete mix designs shall demonstrate aggregate does not have the potential for alkali- silica reactivity (ASR). d. Site soil is applicable for Types I/II and IL cement. We recommend Home Depot’s structural designer review and confirm the design loads, settlement tolerances, and other projects aspects estimated or otherwise extrapolated from the Home Depot Guidelines used in our evaluation. If foundation loading conditions or construction plans change from those described herein, please notify GPI so appropriate design changes can be implemented. Pending Home Depot’s review and confirmation of the seismic settlement criteria, design shallow foundations per the following criteria and the IBC. Site Seismicity and Liquefaction Potential The project site is located within a region of documented seismicity associated with the Intermountain Seismic Belt; however, no surface fault traces, fault rupture, or evidence of seismically induced ground movement were observed at the site during exploration. While faults, fault rupture, or evidence of seismically induced ground movement were not observed at the site during exploration, faults are well documented within 3 to 5 miles of the project site. Subsurface conditions encountered during exploration suggest the geologic profile below the site comprises medium dense to very dense alluvial gravel and sand derived from outwash along the Teton River to northeast of the site. These layers are medium dense to very dense and saturated. The subsurface geology exhibited relatively high N1,60 blow counts and high shear wave velocities, correlating to high in-place densities. We estimate factors of safety against liquefaction within the depths explored consistently remained above 1.0 under the design-level seismic loading. Therefore, we consider the potential for liquefaction to be low for the design 2,475-year seismic event. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 19 We utilized site soil and geologic data, geophysical survey results, the project location, the 2018 IBC, and Table 20.3-1 Site Classification from Chapter 20 of the American Society of Civil Engineers (ASCE) 7-16, to establish a Seismic Site Classification of “D” at the project site. The project design team shall consider the application of seismic site class used in structural design. Referencing our exploration findings and Site Class “D” designation, GPI recommends structural design reference the seismic parameters provided in Table 4 based on the soil conditions and project location. Table 4: Seismic Response Criteria (ASCE 7-16)1 Period (seconds) Standard Acceleration Coefficients for Site Class B (g)2 MCER Spectral Acceleration Parameters for Site Class D (g)3 Design Spectral Acceleration Parameters for Site Class D (g) 0.0 (Peak) - PGAM = 0.231 - 0.2(Short) SS = 0.366 SMS = 0.552 SDS = 0.368 1.0 S1 = 0.143 SM1 = 0.331 SD1 = 0.221 1. Location reference: Rexburg, ID Latitude = 43.861344, Longitude = -111.776204, Elevation = 4,878 feet. 2. Acceleration coefficients based on 2% probability of exceedance in 50 years. 3. Values for an ASCE Risk Category I/II/III. Lateral Earth Pressures Structurally design stem walls, loading dock walls, or other structures that retain soil, to resist lateral earth pressures. Utilize the lateral earth pressures, expressed as an equivalent fluid weight (EFW), for below grade non-anchored walls from Table 5. We provide EFW estimates for SF-2 or CA-1, specified for backfill within the entire active zone (extending from the heel of the footing). Apply a lateral pressure coefficient of 0.5 to any surface surcharge pressure to estimate the lateral surcharge loads applied to below grade walls from equipment, adjacent foundations, and slopes behind and above walls. Figures 4 and 5 illustrate the static and dynamic EFW distributions, respectively. These EFW’s assume fully drained conditions, flat backfill, and no hydrostatic forces acting on the wall. Table 5. Static Equivalent Fluid Weight (EFW) Granular Structural Fill (SF-2) or Crushed Aggregate (CA-1) backfill (Φ=36° γ = 138 pcf) Rankine Lateral Earth Pressure Case Static EFW Dynamic EFW At-rest case (no wall movement) 57 pcf NA Active case (wall movement away from soil mass) 36 pcf 45 pcf Passive case (wall movement toward soil mass) 530 pcf1 498 pcf1 1. Assumes 3/4-inch lateral movement to fully mobilize passive resistance. 2. For the active earth pressure case, expect wall movement between 1% and 10% of the wall height. If such movement is not acceptable, structurally design using the at-rest EFW. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 20 Figure 4. Static EFWs on Below-Grade Walls Figure 5. Dynamic EFWs on Below-Grade Walls Wall Drainage Requirements Construct loading dock walls, stem walls, and any walls retaining soil with aggressive drainage systems to reduce the potential for water ponding behind the wall or at the wall foundation subgrade. Our recommended methods for wall drainage are illustrated on Plate 2. We recommend placing at least 1 foot of DA-1 behind the wall and wrapping it with a non-woven geotextile fabric to separate it from the site soil. Install foundation drains and dispose of collected water in suitable locations at least 50 horizontal feet away and 2 vertical feet down-gradient of the planned foundations. Wall and foundation drains must not be connected to roof drains or area drains and must maintain positive gravity drainage away from the wall. Wall foundation drains must daylight to an appropriate discharge or collection area. Apply additional wall and site drainage per architectural, civil, and structural specifications. The loading dock walls and foundations will be near or slightly below the anticipated groundwater level. Further, the relatively flat site does not lend to gravity drainage. Therefore, underdrains that connect to a sump are recommended to remove subsurface water and preclude water buildup and potential freezing in the loading dock. For access, maintenance, and functionality, constructing the drain on the exterior of the loading dock foundation is recommended. Underdrains shall be installed along the exterior foundation side at the base of the loading dock walls and shall extend the full width of the loading dock. The underdrains shall comprise a trench extending a minimum of 2 feet below the loading dock foundation bearing elevation and at least 2 feet laterally from the exterior face of the wall foundation. Place a 0.3-foot-diameter, perforated PVC pipe at the base of the trench and surround it with geotextile fabric and drain rock (see Figure 6). Drains shall grade toward a sump capable of removing water that accumulates in it. Assuming the consistent groundwater table is within Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 21 1 foot of or below the established trench drain and the drain length is 50 feet or less, the pump shall be capable of collecting and removing 20 to 50 gallons per minute of water. Higher groundwater levels or seasonal conditions may require managing higher volumes of water. We recommend equipping the pump with an alarm to maintain functionality. Loading dock wall design may consider water-stop measures at joints to reduce infiltration into the dock. Figure 6. Loading Dock Trench Drain Schematic Concrete Slab-On-Grade Floors Minimum Slab Support Section Support interior concrete slab-on-grade floors with at least 0.5 feet of CA-1 meeting the requirements shown in Table 1 and referencing Figure 7. Slabs must be designed for the anticipated use, fork lift traffic, and equipment racking or storage loading conditions. Light duty exterior slabs shall have a minimum 0.5 feet of CA- 1 support. For heavier loaded and exterior slabs in the loading dock, dumpster aprons, building entrances, and the lumber canopy, slabs shall receive at least 0.7 feet of CA-1. At dumpsters, the concrete aprons shall extend at least 10 feet in front of dumpster enclosures to account for the garbage truck’s axles during picking. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 22 Figure 7. Concrete Slab Schematic Slab Modulus of Subgrade Reaction (k) Based on correlations to our field and laboratory test results, if our recommendations are followed, we recommend concrete slab design utilize an allowable modulus of subgrade reaction (k), of 245 pounds per cubic inch (pci) for slab design. To realize the estimated subgrade modulus, drained conditions via 0.5 feet of CA-1 must be provided over the compacted subgrades. For heavier loaded slabs in the loading dock, dumpster aprons, building entrances, and the lumber canopy, slabs shall receive at least 0.7 feet of crushed aggregate, and the subgrade reaction modulus can be increased to 280 pci. Vapor Retarder Applications The majority of floors within the planned building will be exposed concrete slabs without floor coverings. Where moisture-sensitive floor coverings or materials are present, install a vapor retarder. Specifically, Home Depot specifies vapor retarders beneath restroom and office slabs-on-grade. Vapor protection is not required beneath remaining floor spaces. Vapor retarders must consist of thick, puncture-proof polyethylene sheeting placed directly below the slab. An example of this material is Stego® Wrap, a 15-mil retarder. Form stakes, piping, or other sub-slab penetrations must never penetrate the vapor retarder. Carefully design and construct any vapor retarder penetrations to reduce vapor transport through such penetrations. Even if these recommendations are used, water vapor migration through the concrete floor slab is still possible. Floor coverings and glazing should be selected accordingly and flooring manufacturers should be consulted regarding moisture barriers, their location and product warranties. Strictly follow manufacturer's recommendations. Where vapor retarders are utilized, the flooring and concrete slab contractors, as well as the plastic sheeting manufacturer, should be consulted regarding additional slab cure time requirements and/or the potential for slab curling. Frost Protection Exterior slabs at building entryways, loading/unloading areas, dumpster enclosures, and other exterior improvements are often susceptible to frost action. Frost action can induce significant heave and contraction during freeze-thaw cycles. The site soil has a relatively low potential for frost heave. Therefore, GPI does not require specific soil amendments to reduce frost heave risks. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 23 Site Drainage Surface Drainage Runoff from precipitation or snowmelt must be routed away from planned improvements to the maximum extent practical and must not be allowed to infiltrate beneath or be diverted towards foundations, exterior hardscapes, or slab subgrades. Convey runoff/stormwater migrating along the ground surface away from planned improvements by an appropriately designed series of pipes, catch basins, ditches, swales, sumps, or other surface water management procedures. Americans with Disabilities Act (ADA) pertinent hardscapes must slope away from structures to the maximum extent practical. We recommend elastomeric sealant be placed between exterior hardscapes and foundation stem walls to reduce moisture infiltration at joints near building structures. Slope the ground surface outside of the structure at least 5% away for a minimum of 10 feet to rapidly convey surface stormwater away from foundations. Site grades beyond 10 feet from structures shall slope at least 2% away and toward the civil designed stormwater system and site grading design. Well-designed site drainage and careful final grading will help limit moisture infiltration beneath the building, which will help reduce impacts from frost heave, vapor intrusion to interior spaces, and help improve long-term building performance. Provide roof gutters and downspouts and discharge roof runoff down-gradient from structures and at least 50 horizontal feet away from foundations. Roof runoff should not be allowed to infiltrate beneath or be directed toward building foundations. Foundation Drainage Install foundation drains in perimeter foundation alignments as shown in the detail on Plate 2. Maintaining uniformly drained conditions is critical to long-term building performance and to help route water away from footings to reduce settlement risks. Additionally, foundation drains can intercept irrigation or stormwater that can infiltrate below the structure, thus reducing the potential for mold, odor, moisture vapor, and other potential risks created by moist conditions. We recommend installing foundation drains at the lowest bearing elevation around the building and garden center perimeter. Foundation drains shall never connect to roof drains and should daylight to a disposal area at least 50 horizontal feet away and 2 vertical feet down-gradient of the planned foundation bearing surface. Based on groundwater levels and the loading dock position, a sump will likely be required as outlined in the Lateral Earth Pressures- Wall Drainage section. In that report section, we discuss installing a drain at the base of the loading dock wall foundation and directing collected water to a sump to remove it from below the loading dock. Figure 6 provides an illustrative cross section of how this drain may be configured by the project Civil Designer. Stormwater Infiltration Considerations The majority of collected stormwater is expected to sheet flow from the building north to south to drain inlets and ultimately to the detention basin on the west edge of the site for disposal via infiltration. Oil/water separators are recommended in asphalt/hardscape areas as pretreatment prior to disposal into the detention basin, with overflow into the City system. Based on the soil and groundwater profiles, groundwater will be a limiting layer for infiltration. The City of Rexburg requires a minimum 3-foot separation from the bottom of planned stormwater facilities to the high groundwater level. Groundwater was encountered ranging from 6.1 to 12.5 feet below the existing ground surface. Therefore, detention design shall carefully consider invert depths and overall capacity for stormwater factoring in groundwater as a limiting layer. For design, assume an average groundwater level of 7.5 feet below the surface. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 24 GPI accomplished infiltration testing in borings B-25124A-28, -34, and test pits TP-25124A-1, and -3. Soil was saturated prior to implementing falling head tests. Infiltration testing was performed utilizing borehole and small-scale test pit methods. We repeatedly recorded the water level drops and the time intervals over the head range for each test. Tests were repeated multiple times until we recorded relatively consistent infiltration rates in 3 consecutive readings. The average of the last 3 readings is summarized below in Table 6. Table 6: Infiltration Results Boring Location Infiltration Test Depth (feet) Head During Test (feet) Soil Unit Unfactored Falling Head Infiltration Rate (inches/hour) B-25124A-28 5.0 4.5 Poorly-Graded Gravel with Sand >50 B-25124A-34 4.0 3.5 Poorly-Graded Gravel with Sand 12.0 TP-25124A-1 3.0 1.0 Poorly-Graded Gravel with Sand 9.2 TP-25124A-3 4.0 1.0 Poorly-Graded Gravel with Sand >50 Variations in measured infiltration rates are likely due to localized differences in in-situ fines content. Based on the range of infiltration test results, we recommend utilizing the lowest measured infiltration rate to account for varying fines content, compaction that occurs during construction, and potential “plugging” over time due to the accumulation of organics or sediment. Based on infiltration rates measured during exploration, as well as the position of the planned stormwater pond, we recommend using 9.2 inches per hour and applying a safety factor of at least 2 to the measured infiltration rate for the final design. Alternatively, the civil designer can apply their engineering judgment and expertise in the Rexburg area for stormwater infiltration to achieve their design intent. Pavement Section Design The following pavement section design references criteria outlined in the American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures. Traffic loading estimates are based on information provided in the Home Depot Guidelines. Other design parameters are based on typical pavement design criteria in the southeast Idaho area, results from laboratory testing, and the anticipated subgrade conditions. The following tables present our design parameters and references as well as the resulting pavement section design recommendations using the AASHTO Design Guide. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 25 Table 7: Pavement Section Design Parameters Design Parameter Value Used Reference Reliability (R) 80% AASHTO guidelines Standard Deviation (S) 0.45 (flexible) 0.35 (rigid) AASHTO guidelines Initial Serviceability (PSIi) 4.2 Typical southern Idaho value Terminal Serviceability (PSIz) 2.2 Typical southern Idaho value Traffic Loading (Flexible Asphalt Pavements) 50,000 ESALS1 (standard-duty) 220,000 ESALS (heavy-duty) Home Depot Guidelines Design Life (Flexible Asphalt Pavement) 10 years Home Depot Guidelines Resilient Modulus (Mr) 10,280 psi2 Based on Mr correlations to laboratory CBR test results on sandy lean clay with gravel Asphalt Layer Coefficient (a1) 0.44 Figure 2.5 AASHTO Top Course Layer Coefficient (a2) 0.12 Figure 2.6 AASHTO Top Course Drainage Coefficient (m2) 1.0 Table 2.4 AASHTO for “fair” drainage, 1% to 5% saturation Modulus of Subgrade Reaction (k) 245 pci3 (light-duty) 280 pci3 (heavy-duty) Figure 3.3 AASHTO assuming 0.5 to 0.7 feet of CA-1 meeting Table 1 requirements Concrete Modulus of Rupture (Sc) 700 psi2 Typical values for 4,000 psi2 compressive strength concrete Concrete Elastic Modulus (Ec) 4,000,000 psi2 Typical values for 4,000 psi2 compressive strength concrete Load Transfer Coefficient (J) 3.2 Table 2.6 AASHTO For “asphalt” shoulder type Portland Cement Concrete (PCC) Drainage Coefficient (cd) 1.0 Table 2.5 AASHTO for “poor” to “fair” drainage 5% to 2.5% saturation 1. Equivalent Single Axle Loads (ESALs). 2. Pounds per square inch (psi). 3. Pounds per square inch, per inch of subgrade (pounds per cubic inch, pci). Modulus not applicable to slab-on-grade design and is only provided as a design input for rigid pavement section design. If actual traffic loading is different than that established by the Home Depot Guidelines, GPI must review the analysis commensurate with the actual traffic loads. Based on the above pavement design parameters and our analyses, Table 8 provides the flexible pavement design recommendations. Place asphalt pavement and compact to at least 92% of the maximum theoretical density (Rice). The heavy-duty asphalt section shall be placed in 2 lifts. The asphalt mix parameters generally follow ITD Standards. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 26 Table 8: Flexible Pavement Section Design Pavement Section Material Standard-Duty Section Thickness (feet) Heavy-Duty Section Thickness (feet) Material Specifications Asphalt Concrete Pavement 0.21 0.28 Hot-mix asphalt (HMA) conforming to ITD Standards Section 405.02 – Superpave Hot Mix Asphalt, for PG64-34, Class SP-3, 75 gyration mix with maximum 17% RAP. CA-1 0.50 0.80 Crushed Aggregate conforming to ITD Standards Section 703.04. Geotextile Fabric Required Required Stabilization Geotextile conforming to ITD Standards Section 718.07 and the Geosynthetics section requirements. We recommend the asphalt pavement structures be planned such that the standard-duty asphalt section exists only where light passenger vehicles and pedestrian traffic will access the pavement. Any location that will be accessed by semi-tractor trailers, delivery/refuse trucks, fire trucks, truck loading or unloading areas, or other heavy truck traffic should be planned for heavy-duty asphalt or PCC pavement sections. The above sections also assume no construction traffic will access pavements. Significant pavement damage can occur after just a single pass with heavily loaded construction equipment. The contractor shall factor this into their staging during final construction phases. In addition to the pavement section design, we also performed finite element analysis modeling of the planned heavy-duty pavement section with regards to loading from a fire apparatus. This includes the overall weight of the fire truck (equivalent to a 17,280 psf tire load) as well as the load from an aerial stabilizer (equivalent to a 75-psi load). For the analysis, we assumed the specified pavement section approaches failure at a deflection equal to 0.25 inches. The results from our analyses suggest deflections ranging from 0.06 to 0.072 inches, resulting in a factor of safety greater than 2 for each case. The geometry and parameters used in our analysis along with the resulting deflections are illustrated in Figures 8 through 10. Figure 8. Fire Apparatus Model Geometry and Parameters Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 27 Figure 9. Fire Apparatus – Tire Loading Deflection Figure 10. Fire Apparatus – Aerial Stabilizer Deflection Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 28 Asphalt Pavement Quality Assurance Hot mix asphalt pavement shall be evaluated through a series of tests and observations that document the pavement materials and finished product meet or exceed these specifications. At the onset of asphalt paving, verification testing shall be implemented with a density gauge to confirm the in-place density with respect to the mix design’s maximum theoretical density. The in-place density tests by nuclear densometer shall be compared and correlated to 5 cores collected in-place. The high and low core values shall be disregarded and the remaining 3 averaged for gauge correlation. The correlated density gauge shall be used for acceptance testing on the remainder of production paving for the project. At least 10 acceptance density tests shall be performed during verification testing with none measuring more than 1% below the specified minimum percent compaction. If pavement construction is staged and subsequent stages exceed 6 months, a new gauge correlation is required. For each day’s production paving, 3 additional cores shall be secured on both base and top courses, as appropriate. Each day, perform a minimum of 10 acceptance in-place density tests by nuclear densometer. Cores shall be used for thickness measurements. Thickness on the asphalt base course is for information only as it relates to the contractor’s target placement depth. Cores on asphalt mats placed in single or multiple lifts shall be the final measurement for payment on the mat thickness. Mat thickness shall be within 1/4 inch of design thickness. Cores are not required along joints. Hot lapped joints are acceptable. Cold joints must be saw cut by the paving contractor. Cores shall be retained until project close out for any discrepancy evaluation. CA-1 shall be placed to within a tolerance of ½ inch. Pavement smoothness shall be determined through straight edge measurements using a minimum 10-foot-long device. Pavement smoothness on asphalt base courses is for information only. Smoothness shall not be measured in parking lot corners, within 30 feet of drain inlets, at pavement grade transitions, or at grade adjustments. Smoothness for acceptance shall be determined by no less than 10 straight edge tests daily on mainline (linear) paving where pavement surface differential is less than 1/4 inch in the direction of paving, and 3/16 inch across joints along similar grades, or transverse to the pavement direction. At the onset of paving, 1 cold feed gradation shall be accomplished on the aggregate prior to mixing with oil. If construction staging lapses more than 6 months, an additional cold feed gradation shall be performed. Daily, during production paving, accomplish 1 oil content and gradation through ignition oven extraction gradation methodology. The pavement subcontractor shall supply burn bags to adequately correlate the mix to the ignition oven. For acceptance, oil content and gradation shall be within the specified mix design tolerances. Asphalt placed that does not meet these specifications shall be removed and replaced at no cost to Home Depot. Rigid Concrete Pavement Heavy duty, rigid concrete pavement shall be planned wherever equipment or material is stored or loaded or where semi-tractor trailers, delivery/refuse trucks, fire trucks, or other heavy truck traffic will access the site. Light duty sections are applicable for pedestrian sidewalks. Table 9 provides the recommended rigid pavement section designs. The concrete mix requirements generally follow ITD Standards. Select concrete mix designs to minimize the potential for shrinkage. Grade tolerances and joint patterns shall be specified by Civil design. Layer thickness tolerances for CA-1 and PCC shall be less than ½ inch. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 29 Table 9: Rigid PCC Pavement Section Design Pavement Section Material Light-Duty Section Thickness (feet) Heavy-Duty Section Thickness (feet) Material Specifications PCC 0.42 0.60 Minimum 4,500 psi concrete with 4% to 7% entrained air, conforming to ITD Standards Section 409.01, Table 1 - Basic Mix Design Parameters. CA-1 0.50 0.70 Crushed Aggregate conforming to ITD Standards Section 703.04. Joint Spacing and Reinforcement Joint spacing for PCC pavement shall conform to the values outlined in Table 10. Contraction joints shall be cut to at least 1/4 of the pavement thickness. At butt-type construction joints transitioning from asphalt to PCC slabs, reference Figure 11. Sawcut joints within 24 hours after PCC pavement placement to help reduce the potential for shrinkage cracking. Table 10. Contraction Joint Spacing Characteristics Joint Aspect Recommended Value Joint Spacing 12 feet maximum in travel areas, 10 feet maximum for dumpster pads Joint Width 3/16 inch minimum, 5/16 inch maximum Joint Depth 1/4 of pavement thickness minimum, 1/3 of pavement thickness maximum To help control cracking and strengthen PCC pavements, include reinforcing steel in the Heavy-Duty PCC section comprising #4 (1/2-inch-diameter) rebar placed at maximum 1.5-foot spacing, each way. Include diamond dowels or smooth bar reinforcement for load transfer, 3/4-inch-diameter, 1.5 feet in length, spaced at 1.5 feet on center at construction joints. Figure 11. Concrete-to-Asphalt Transitions Pavement Maintenance Considerations Crack maintenance should be accomplished on all pavement surfaces every 3 to 5 years to reduce the potential for surface water infiltration into the underlying pavement subgrade. Surface and subgrade drainage are extremely important to the performance of the pavement section. Therefore, the subgrade, CA-1, and paved surfaces should slope at no less than 2% to the civil designed stormwater disposal system or other appropriate location that does not impact adjacent buildings or properties. Pavement performance will depend upon achieving adequate drainage throughout the section and especially at the subgrade. Water ponding at the pavement subgrade surface can induce heaving during the freeze-thaw process, which can readily damage Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 30 pavement. As the facility owner and end-user, Home Depot should annually review pavement surface performance to help identify and address any pavement maintenance issues. Slurry seal applications are a common maintenance procedure for owners of large asphalt pavement systems. If desired for asphalt pavement maintenance or preservation, we provide recommendations for slurry seal applications in the following items. 1. Cleaning: ensure that cracks are thoroughly clean, dry, and free of all loose and foreign material when filling with crack sealant material. Use a hot compressed air lance to dry and warm the pavement surfaces within the crack immediately prior to filling a crack with the sealant material. Do not overheat pavement. Flame dryers are not allowed. 2. Sand Slurry: for cracks greater than 1 inch wide, fill with sand slurry by thoroughly mixing the components and pour the mixture into the cracks until full. Add additional cationic emulsified asphalt to the sand slurry as needed for workability to ensure the mixture will completely fill the cracks. Strike off the sand slurry, flush with the existing pavement surface, and allow the mixture to cure. 3. Hot Poured Sealant: for cracks less than 1 inch wide, fill with hot poured sealant by applying the material in accordance with these requirements and the manufacturer’s recommendations. Confine hot poured sealant material within the crack. Clean any overflow sealant from the pavement surface. GEOTECHNICAL DESIGN CONTINUITY We base this report’s information on our exploration results, observations, and communications with Home Depot and their design and construction teams. Changes to the site layout, building configuration, final floor elevation, loading conditions, drainage measures, and other project elements may significantly affect our opinions and design recommendations. GPI can review earthwork and foundation construction and work with the contractor to help address potential issues. We recommend that GPI be retained to provide geotechnical continuity through construction observation and testing to document that the recommendations presented herein are properly implemented. These services are a critical part of completing the geotechnical design process and allow the construction team to proactively address deficiencies and unforeseen subsurface conditions. EVALUATION LIMITATIONS This geotechnical engineering evaluation is prepared to assist in planning, design, and construction for the planned Home Depot Store to be located at North 2nd East Road in Rexburg, Idaho. Our scope does not include an engineering evaluation for deep foundations, shoring, underpinning, landscape retaining walls, dewatering systems, soil nutrient analysis, or any other project aspect not specifically discussed herein. Variation in subsurface conditions may exist between or beyond our explorations, which can necessitate changes to the geotechnical recommendations in this report. Also, changes to the planned improvements from that described herein can drastically affect our recommendations. If the improvement plans change from those described herein, we must be notified so that we may make modifications to our recommendations with respect to the modified improvements. Field exploration allows observation of subsurface conditions in a relatively small portion of the site area. Soil, bedrock, and groundwater conditions can change drastically in short lateral distances. If unforeseen conditions are encountered during earthwork, afford GPI the opportunity to review our recommendations and provide necessary consultation, revision, or modifications to information contained herein. Subsurface conditions may vary from the locations explored and the extent of variation may only be known at the time of construction. Final Geotechnical Engineering Evaluation Home Depot Store – Rexburg, ID File: MO25124A Page 31 Where variations occur, it is critical GPI be afforded the opportunity to modify our report to reflect the site conditions exposed. This acknowledgment is in lieu of all warranties either express or implied. This report is prepared for the exclusive use of Home Depot and your design and construction team members for the specific project referenced herein. GPI cannot be held responsible for unauthorized duplication or reliance upon this report or its contents without written authorization. The geotechnical recommendations provided herein are based on the premise that an adequate program of tests and observations will be conducted by GPI during construction in order to verify compliance with our recommendations and to confirm conditions between exploration locations. If for some reason, a firm other than GPI is selected to perform these observations during construction, we recommend that firm issue The Home Depot a letter stating they will implement the recommendations herein as the geotechnical engineer retained for construction. The following plates and appendices accompany this report: Plate 1: Exploration Map Plate 2: Perimeter Foundation Drain Schematic Appendix A: Geophysical Survey Results Appendix B: Exploration Logs and Unified Soil Classification System Appendix C: Laboratory Test Results B25124A-16 (7.8) B25124A-25 (8.1) B25124A-29 (8.0) B25124A-1 (8.2) B25124A-2 (7.5) B25124A-3 (8.3)B25124A-4 (7.9) B25124A-5 (7.6) B25124A-8 (7.5) B25124A-9 (7.6) B25124A-10 (7.5) B25124A-11 (7.9) B25124A-12 (8.1) B25124A-13 (8.3)B25124A-14 (8.0) B25124A-15 (7.9) B25124A-17 (7.9) B25124A-18 (7.8) B25124A-19 (8.2) B25124A-20 (8.3) B25124A-22 (8.9)B25124A-23 (8.2) B25124A-24 (8.5) B25124A-26 (8.0) B25124A-27 (8.9) B25124A-6 (7.1) B25124A-28 (9.4) B25124A-30 (9.1) B25124A-31 (9.2)B25124A-32 (9.5) B25124A-33 (9.1) B25124A-34 (8.9) B25124A-35 (9.1)B25124A-36 (9.5)B25124A-37 (9.6) B25124A-38 (9.5) B25124A-39 (12.0) B25124A-40 (11.3) B25124A-41 (10.2) B25124A-42 (11.3) TP25124A-1 (9.5) TP25124A-2 (11.5) TP25124A-3 (12.5) TP25124A-4 (N.E.) TP25124A-5 (N.E.) TP25124A-6 (N.E.) Reference: C.200 Grading Plan provided by The Land Group, Inc dated December 03, 2025. No Scale Intended. EXPLORATION MAP Proposed Home Depot Store Rexburg, Idaho PLATE 1MO25124A LEGEND Exploratory Boring Observed by GPI between September 29 and October 6, 2025. Exploratory Test Pit Observed by GPI on September 30, 2025 Depth to groundwater observed (feet). Infiltration Test Piezometer Location Approximate Extent of “Sandy Lean Clay” Unit Observed During Exploration * (1.0) ** * B25124A-7 (6.1) B25124A-21 (8.5) * EXTERIOR INTERIOR 1.5 1 BACKFILL STEM WALLS WITH SF-2 OR CA-1 MIN. 2.7' FINISHED GRADE B SLAB-ON-GRADE 0.3-FOOT-DIAMETER, FABRIC-WRAPPED, PERFORATED PVC PIPE SURROUNDED WITH DA-1 CA-1 RECOMPACTED NATIVE GRAVEL OR CRUSHED AGGREGATE (CA-1) TH I S F I G U R E C O M P R O M I S E S A P O R T I O N O F G P I ' S R E P O R T A N D T H E T E X T O F T H E R E P O R T C O N T A I N S E S S E N T I A L I N F O R M A T I O N : B E F O R E U T I L I Z I N G T H I S P L A N F O R A N Y P U R P O S E W H A T S O E V E R , T H E R E P O R T S H O U L D B E R E A D C O M P L E T E L Y . T H I S F I G U R E I S I N T E N D E D T O HE L P V I S U A L I Z E T H E I N F O R M A T I O N P R O V I D E D B Y O T H E R S A N D N O C H E C K O F A C C U R A C Y , C U R R E N C Y , A P P R O P R I A T E N E S S , E T C . , O F I N F O R M A T I O N P R O V I D E D B Y O T H E R S W A S P E R F O R M E D , S I N C E S U C H C H E C K S W E R E N O T P A R T O F G P I ' S S C O P E O F S E R V I C E S . PERIMETER FOUNDATION CONSTRUCTION SCHEMATIC Proposed Home Depot Store North 2nd East Road Rexburg, Idaho NOT TO SCALE MO25124A PLATE: 2 DRAWN BY: NGH CHECKED BY: TJW APPENDIX A Geophysical Survey Results Intermountain GeoEnvironmental Services, Inc. 2702 South 1030 West, Suite 10, South Salt Lake, Utah 84119 (801) 270-9400 T:\Projects\04917_GeoProfessional_Innovation\003_Rexburg_Vs100_staking\Report\R04917-003.docx R04917-003 Copyright © IGES, Inc. 2025 17 September 2025 Geoprofessional Innovation c/o Justin Maffey, P.E. P.O. Box 190364 Boise, ID 83719 jmaffey@geoprocorp.com (208) 631-6327 SEISMIC VELOCITY SURVEY (VS100) and Exploration Staking – Rexburg, ID R04917-003 INTRODUCTION Based on the project objective of determining seismic site classification, IGES conducted a shear wave velocity survey in Rexburg, ID (Figure 1). The survey details the 1-D shear wave velocity profile of the near surface to a depth of 100 feet and included physically staking 48 exploration points on the undeveloped agricultural property. Figure 1: Approximate location of the VS100 array near Rexburg, ID. Array length is 377 feet. Geoprofessional Innovation 17 September 2025 Page 2 of 10 Copyright © IGES, Inc. 2025 R04917-003 METHODS Shear Wave Velocity Survey, VS100 Seismic Surface Wave methods such as MASW (Multichannel Analysis of Surface Waves), MAM (Microtremor Array Measurements), and ReMi (Refraction Microtremor) use the dispersive characteristics of surface waves to determine the variation of the seismic shear wave velocity with depth. Velocity data are derived by analyzing seismic surface waves generated by a controlled impulse or by random ambient sources and received by an array of geophones. The parameters utilized for the survey are in Table 1. Ambient MAM data was collected and supplemented with 10 minutes of hammer blows to produce a smooth broad-spectrum curve. Table 1: VS100 test recording parameters. Test location Rexburg, ID Test date 16 September 2025 Recording instrument Geode Exploration Seismograph S/N 6843 24-ES Geophone natural period 4.5 Hz Geophone/station spacing 16.4 feet Number of channels 21 Spread length / geometry 377 feet Sample rate 4 milliseconds Number of samples 15,000/trace Record length 60 seconds Total recording time / records 30 minutes Low pass filter ½ Nyquist Low cut filter 1 Hz. Seismic source 12 lb. hammer (10 minutes) Source location -30 foot offset Analysis software SeisImager™ Geometrics, Inc. RESULTS Seismic Shear Wave Survey, VS100 Appendix A shows the dispersion curve and results of the VS100. Figure A1 shows the dispersion curve of the data from the VS100 with phase velocity (ft/s) of the surface wave as a function of frequency (Hz). Figure A2 shows the shear wave velocity profile (a 1-D sounding of velocity as a function of depth) of the VS100 modeled from the dispersion curve. The VS100 sounding is centered at approximately 43.86130796°, -111.77635044°. Exploration Location Staking A list of coordinates for the exploration locations with IDs were provided to IGES by GeoProfessional Innovation. The locations were marked by a wooden stake installed on the ground and labeled with the exploration ID and marked using white paint and pink flagging to increase visibility. Forty-eight exploration sites were located with the use of a handheld GPS unit which are summarized in Appendix B. Geoprofessional Innovation 17 September 2025 Page 3 of 10 Copyright © IGES, Inc. 2025 R04917-003 CONCLUSIONS The average shear-wave velocity of the near surface to a depth of 100 feet is calculated to be 1,051.0 ft/s. LIMITATIONS The concept of risk is a significant consideration of geophysical analyses. The analytical means and methods used in performing geophysical analyses and development of resulting data set does not constitute an exact science. Analytical tools used by geophysicists are based on limited data, empirical correlations, judgment, and experience. As such the solutions and resulting data set presented in this report cannot be considered risk-free and constitute IGES’s best professional opinion based on the available data at the time they were developed. IGES has developed the preceding analyses, at a minimum, in accordance with generally accepted professional geophysical practices and care being exercised in the project area at the time our services were performed. No warranties, guarantees, or other representations are made. The information contained in this report is based on limited field testing and understanding of the project. The data used in the preparation of this report were obtained by IGES for this project. Variations in the soil, rock, and groundwater conditions likely exist between and beyond the points explored. The nature and extent of the variations may not be evident until construction occurs and/or additional explorations are completed. This report was prepared for our client’s exclusive use on the project identified in the foregoing. Use of the data contained herein for any other project described in this report is at the user’s sole risk. It is the client's responsibility to see that all parties to the project, including the designer, contractor, subcontractors, etc. are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. .o0o. Geoprofessional Innovation 17 September 2025 Page 4 of 10 Copyright © IGES, Inc. 2025 R04917-003 We trust you will find this report acceptable and look forward to discussing the project with you in more detail if necessary. If you have any questions regarding the work or any other aspects of our report, please contact the undersigned at your earliest convenience at (801) 270-9400. Sincerely, IGES, Inc. Wade Renard Geophysicist Attachments: Appendix A – Shear Wave Velocity Sounding Appendix B – Tables of Staking Locations Geoprofessional Innovation 17 September 2025 Page 5 of 10 Copyright © IGES, Inc. 2025 R04917-003 APPENDIX A Shear Wave Velocity Sounding Microtremor Array Measurement (MAM) (Depth is measured in feet below ground surface. Velocity is reported in feet per second.) Geoprofessional Innovation 17 September 2025 Page 6 of 10 Copyright © IGES, Inc. 2025 R04917-003 Figure A1: Dispersion curve of the VS100 showing phase velocity (ft/s) as a function of frequency (Hz). Geoprofessional Innovation 17 September 2025 Page 7 of 10 Copyright © IGES, Inc. 2025 R04917-003 Figure A2: Shear wave velocity profile (a 1-D sounding of velocity as a function of depth) of the VS100 modeled from the dispersion curve. The average shear-wave velocity of the near surface to a depth of 100 ft is calculated to be 1,051.0 ft/s. Geoprofessional Innovation 17 September 2025 Page 8 of 10 Copyright © IGES, Inc. 2025 R04917-003 APPENDIX B Tables of the Staking Locations Geoprofessional Innovation 17 September 2025 Page 9 of 10 Copyright © IGES, Inc. 2025 R04917-003 Table B1: Forty-two boring locations table. Boring ID Latitude Longitude B-25124A-1 43.862034 -111.777296 B-25124A-2 43.8619152 -111.7770528 B-25124A-3 43.8619137 -111.7764875 B-25124A-4 43.8619155 -111.7759023 B-25124A-5 43.8619127 -111.7754076 B-25124A-6 43.8619855 -111.7750678 B-25124A-7 43.862039 -111.77463 B-25124A-8 43.861848 -111.774933 B-25124A-9 43.8616847 -111.7750801 B-25124A-10 43.861727 -111.775642 B-25124A-11 43.861729 -111.776205 B-25124A-12 43.861727 -111.77676 B-25124A-13 43.861557 -111.777064 B-25124A-14 43.861557 -111.776486 B-25124A-15 43.861556 -111.775904 B-25124A-16 43.861556 -111.775406 B-25124A-17 43.861555 -111.774803 B-25124A-18 43.861387 -111.775086 B-25124A-19 43.861388 -111.77564 B-25124A-20 43.86139 -111.776207 B-25124A-21 43.861392 -111.776761 B-25124A-22 43.861214 -111.777059 B-25124A-23 43.861212 -111.776486 B-25124A-24 43.861217 -111.77592 B-25124A-25 43.861216 -111.775402 B-25124A-26 43.861261 -111.774805 B-25124A-27 43.86097 -111.775184 B-25124A-28 43.860906 -111.77619 B-25124A-29 43.861008 -111.776815 B-25124A-30 43.861129 -111.777227 B-25124A-31 43.860776 -111.777164 B-25124A-32 43.86077 -111.776437 B-25124A-33 43.860772 -111.775492 B-25124A-34 43.860771 -111.774717 B-25124A-35 43.860594 -111.774913 B-25124A-36 43.860545 -111.775627 B-25124A-37 43.860538 -111.776438 B-25124A-38 43.860587 -111.77675 B-25124A-39 43.860145 -111.776418 B-25124A-40 43.859628 -111.776412 B-25124A-41 43.860148 -111.77547 B-25124A-42 43.859752 -111.775472 Geoprofessional Innovation 17 September 2025 Page 10 of 10 Copyright © IGES, Inc. 2025 R04917-003 Table B2: Six test pit locations table. Test Pit ID Latitude Longitude TP-25124A-1 43.86053 -111.777497 TP-25124A-2 43.860267 -111.777502 TP-25124A-3 43.859655 -111.777506 TP-25124A-4 43.8604 -111.777315 TP-25124A-5 43.860398 -111.775949 TP-25124A-6 43.860401 -111.774597 APPENDIX B Exploration Logs and Unified Soil Classification System WELL-GRADED GRAVEL, GRAVEL-SAND MIXTURES. POORLY-GRADED GRAVEL, GRAVEL-SAND MIXTURES. CLAYEY GRAVEL, GRAVEL- SAND-CLAY MIXTURES. WELL-GRADED SAND, GRAVELLY SAND. POORLY-GRADED SAND, GRAVELLY SAND. SILTY SAND, SAND-SILT MIXTURES. CLAYEY SAND, SAND-CLAY MIXTURES. INORGANIC SILT, SANDY OR CLAYEY SILT. INORGANIC CLAY OF LOW TO MEDIUM PLASTICITY, SANDY OR SILTY CLAY. INORGANIC MIXED CLAY AND SILT. ORGANIC SILT AND CLAY OF LOW PLASTICITY. INORGANIC SILT, MICA- CEOUS SILT, PLASTIC SILT. INORGANIC CLAY OF HIGH PLASTICITY, FAT CLAY. ORGANIC CLAY OF MEDIUM TO HIGH PLASTICITY. PEAT, MUCK AND OTHER HIGHLY ORGANIC SOILS. GROUNDWATER AFTER 24 HOURS GROUNDWATER AT TIME OFEXPLORATION GROUNDWATER AT THE END OFEXPLORATION RING SAMPLE BULK SAMPLE GRAB BAG SAMPLE SHELBY TUBE 3 INCH OD UNDISTURBED SAMPLE ROCK CORE CALIFORNIA MODIFIED 3 INCH OD SPLIT SPOON SAMPLE STANDARD 2 INCH OD SPLIT SPOON SAMPLE SILTY GRAVEL, GRAVEL- SAND-SILT MIXTURES. SILT AND CLAY LIQUID LIMIT LESS THAN 50% SILT AND CLAY LIQUID LIMIT GREATER THAN 50% FINE GRAINED SOIL COARSE GRAINED SOIL GRAVEL UNIFIED SOIL CLASSIFICATION SYSTEM CLEAN GRAVEL GRAVEL WITH FINES MAJOR DIVISIONS GRAPHIC SYMBOL GROUP SYMBOL TYPICAL NAMES GW GP GM GC SW SP ML CL-ML OL MH CH OH PT BK BG RG BORING LOG SYMBOLS GROUNDWATER SYMBOLSTEST PIT LOG SYMBOLS CLEAN SAND SAND WITH FINES SAND SM SC CL BK BG RG 7.52.9 ML ML GP Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Infiltration test performed at 3.0 feet BGS. Unfactored falling head infiltration rate = 9.2 inches/hour Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 10.0 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-1 Depth to Groundwater:9.5' EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 7.5 10.0 ML ML GP Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 11.5 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-2 Depth to Groundwater:11' EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 7.5 10.0 ML ML GP Trace to moderate vegetation and organics encountered to 0.6 foot BGS. Infiltration test performed at 4.0 feet BGS. Unfactored falling head infiltration rate = 64.0 inches/hour Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 13.0 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-3 Depth to Groundwater:12.5' EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 7.5 10.0 12.5 ML ML GP Trace to moderate vegetation and organics encountered to 0.6 foot BGS. Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 6.5 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-4 Depth to Groundwater:N.E. EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 13.4 6.4 106.2 113.7 ML ML GP Trace to moderate vegetation and organics encountered to 0.5 foot BGS. ASTM D1557 Corrected Maximum Dry Density = 133.7 pcf Corrected Optimum Moisture Content = 7.3 % Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 6.5 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-5 Depth to Groundwater:N.E. EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 ML CL GP Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Test pit loosely backfilled immediately upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Test Pit Terminated at 7.0 Feet. LL PI At t e r b e r g Li m i t s Po c k e t P e n . (t s f ) Mo i s t u r e Co n t e n t ( % ) Dr y D e n s i t y (p c f ) % P a s s i n g No . 2 0 0 Si e v e U. S . C . S . Cl a s s Sy m b o l Sa m p l e Ty p e Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:JBM Bucket Width:2.5' Date Excavated:09-30-2025 Test Pit Number:TP-25124A-6 Depth to Groundwater:N.E. EXPLORATORY TEST PIT LOGBackhoe:VOLVO BL70B Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I T E S T P I T - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 4 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0.0 2.5 5.0 26 24 21 32 49 6 12 14 5 9 15 6 10 11 17 14 18 11 26 23 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-1 Depth to Groundwater:8.2' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 1 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 13 24 16 27 26 30 38 62 64 4 6 7 8 12 12 6 8 8 6 13 14 7 12 14 5 15 15 21 17 21 16 23 39 22 28 36 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Flowing sand at 25 feet. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-2 Depth to Groundwater:7.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 1 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 6.6 18.1 18.0 0 5 10 15 20 25 30 ML ML GP SP 27 21 36 39 34 33 33 41 10 12 15 8 10 11 24 21 15 14 21 18 15 17 17 19 16 17 20 16 17 35 36 32 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. 1.25-inch diameter PVC pipe piezometer installed to a depth of 15.0 feet BGS with 5 to 10 feet screened interval. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-02-2025 Boring Number:B-25124A-3 Depth to Groundwater:7.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 1 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 30 ML ML GP SP 40 51 34 32 56 50+ 36 9 14 26 13 19 32 17 18 16 16 17 15 22 28 28 21 50/5.0" 22 18 18 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-04-2025 Boring Number:B-25124A-4 Depth to Groundwater:7.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 50 ML ML GP SP 21 44 37 46 33 50+ 30 28 5 9 12 13 24 20 15 18 19 17 27 19 21 17 16 29 24 19/0.0" 29 20 10 12 12 16 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. 1.25-inch diameter PVC pipe piezometer installed to a depth of 15.0 feet BGS with 5 to 10 feet screened interval. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-5 Depth to Groundwater:7.4' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 14.4 0 5 10 15 20 25 30 50 ML ML GP SP 26 24 33 16 39 7 8 18 5 10 14 13 16 17 8 8 8 9 25 14 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Black sand lens from 15.0-16.3 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-6 Depth to Groundwater:7.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 15 16 18 20 34 6 7 8 5 8 8 7 9 9 10 10 10 11 14 20 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-7 Depth to Groundwater:6.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 8.9 0 5 10 15 ML ML GP 14 20 26 39 29 31 37 23 3 5 9 7 9 11 12 12 14 17 19 20 12 13 16 13 15 16 15 18 19 12 14 9 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. No recovery Minimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-8 Depth to Groundwater:7.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 30 ML ML GP SP 31 32 35 35 36 34 52 11 17 14 13 14 18 11 20 15 16 18 17 17 18 18 22 17 17 14 25 27 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-03-2025 Boring Number:B-25124A-9 Depth to Groundwater:7.6' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 7.6 0 5 10 15 20 25 ML ML GP SP 31 38 40 36 47 39 28 11 14 17 10 16 22 13 19 21 9 19 17 15 23 24 16 20 19 12 11 17 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-04-2025 Boring Number:B-25124A-10 Depth to Groundwater:7.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 ML ML GP SP 39 44 47 45 38 34 25 26 15 17 22 16 17 27 20 21 26 19 20 25 14 18 20 16 18 16 10 12 13 10 13 13 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-02-2025 Boring Number:B-25124A-11 Depth to Groundwater:7.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 9.7 0 5 10 15 20 25 30 ML ML GP SP 11 20 27 52 40 43 43 4 5 6 8 9 11 10 13 14 19 24 28 20 21 19 30 23 20 20 20 23 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-02-2025 Boring Number:B-25124A-12 Depth to Groundwater:8.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 1822 9.9 0 5 10 15 20 25 ML CL GP SP 20 18 31 18 32 26 37 8 11 9 5 7 11 12 17 14 4 7 11 17 16 16 12 14 12 13 17 20 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-13 Depth to Groundwater:8.3' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 3.8 0 5 10 15 20 25 ML CL GP SP 21 40 35 30 50 46 52 32 7 10 11 17 19 21 16 15 20 12 14 16 15 25 25 27 24 22 16 25 27 17 16 16 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-02-2025 Boring Number:B-25124A-14 Depth to Groundwater:8' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 12.7 16.9 0 5 10 15 20 25 30 ML CL GP SP 28 18 50+ 51 39 39 54 38 41 6 14 14 10 9 9 27 50/5.5" 24 26 25 16 18 21 10 17 22 18 26 28 16 17 21 27 24 17 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-03-2025 Boring Number:B-25124A-15 Depth to Groundwater:7.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 9.4 10.8 37.4 0 5 10 15 20 25 30 50 ML ML GP SP 29 18 44 32 41 41 47 34 33 10 13 16 5 7 11 11 21 23 15 16 16 17 20 21 15 18 23 21 23 24 14 17 17 14 16 17 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Limited recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-03-2025 Boring Number:B-25124A-16 Depth to Groundwater:7.8' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 30 ML ML GP SP 29 56 18 53 46 34 27 39 101.7 5 12 17 18 28 28 13 13 5 17 26 27 20 22 24 17 27 30 12 12 15 13 18 21 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. MInimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-17 Depth to Groundwater:7.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 11.1 0 5 10 15 20 25 30 ML ML GP SP 36 36 23 37 44 33 28 38 8 13 23 13 15 21 13 12 11 14 16 21 20 23 21 10 12 21 17 13 15 19 17 21 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Minimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-03-2025 Boring Number:B-25124A-18 Depth to Groundwater:7.8' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 30 ML ML GP SP 33 34 41 54 43 31 28 13 17 16 16 16 18 11 20 21 17 25 29 12 18 25 11 14 17 16 14 14 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Black sand lens from 15.0 to 16.0 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-04-2025 Boring Number:B-25124A-19 Depth to Groundwater:8.2' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 ML ML GP SP 18 53 44 40 49 40 32 36 103.6 5 7 11 19 23 30 12 19 25 18 19 21 17 20 29 15 19 21 12 22 32 12 18 18 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-06-2025 Boring Number:B-25124A-20 Depth to Groundwater:8.3' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 18.4 0 5 10 15 20 25 30 ML CL GP SP 24 37 41 37 54 29 45 11 13 11 18 18 19 13 21 20 13 15 22 18 23 31 11 17 12 23 21 24 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-06-2025 Boring Number:B-25124A-21 Depth to Groundwater:8.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 ML CL GP SP 17 34 21 29 32 27 32 53 102.3 6 13 15 7 19 15 7 9 12 13 13 16 9 14 18 10 11 16 7 16 16 24 30 23 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Black sand lens from 16.0 to 16.5 feet BGS. 1.25-inch diameter PVC pipe piezometer installed to a depth of 15.0 feet BGS with 5 to 10 feet screened interval. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-22 Depth to Groundwater:8.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 24 43 15.5 0 5 10 15 20 25 30 ML CL GP SP 43 51 44 36 45 38 70 57 14 21 22 13 21 30 21 24 20 13 16 20 16 23 22 15 18 20 21 32 38 20 27 30 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-06-2025 Boring Number:B-25124A-23 Depth to Groundwater:8.2' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 9.8 0 5 10 15 20 25 30 ML CL GP SP 40 55 60 67 35 36 10 16 24 16 28 27 19 28 32 22 32 35 50 13 16 19 11 17 19 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Black sand lens from 15.0 to 15.5 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-04-2025 Boring Number:B-25124A-24 Depth to Groundwater:8.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 ML CL GP SP 61 41 40 56 46 66 40 16 24 37 16 20 21 13 16 24 17 21 35 12 22 24 19 30 36 13 20 20 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Minimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 26.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-06-2025 Boring Number:B-25124A-25 Depth to Groundwater:8.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 14.7 8.1 25.0 0 5 10 15 20 25 ML CL GP SP 58 31 30 40 37 44 52 33 12 28 30 14 15 16 11 17 13 11 21 19 20 17 20 20 21 23 13 21 31 11 16 17 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Minimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated (SP) ALLUVIUM - POORLY-GRADED SAND, black, dense, saturated Borehole Terminated at 31.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-26 Depth to Groundwater:8' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 20 25 30 ML CL GP SP 21 27 29 42 29 7 11 10 6 11 16 8 12 17 14 18 24 8 11 18 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-27 Depth to Groundwater:8.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML CL GP 28 31 23 25 35 9 14 14 11 12 19 8 13 10 9 14 11 11 14 21 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Infiltration test performed at 5.0 feet BGS. Unfactored falling head infiltration rate = 62.8 inches/hour Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-28 Depth to Groundwater:9.4' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 10.7 0 5 10 15 ML CL GP 22 28 40 47 31 10 12 10 8 13 15 6 20 20 15 24 23 14 14 17 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Minimal recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-29 Depth to Groundwater:8' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 13.4 0 5 10 15 ML CL GP 5 20 26 20 30 2 2 3 5 8 12 14 14 12 12 10 10 8 15 15 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. No recovery Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-30 Depth to Groundwater:9.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML CL GP 34 31 22 24 42 12 17 17 10 16 15 8 10 12 9 11 13 9 18 24 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Black sand lens from 15.0 to 15.7 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-31 Depth to Groundwater:9.2' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 24 24 36 47 40 8 11 13 8 10 14 12 18 18 13 21 26 12 19 21 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-32 Depth to Groundwater:9.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 14 23 18 22 48 6 7 7 7 11 12 8 9 9 4 8 14 11 18 30 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Black sand lens from 15.0 to 15.5 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:10-01-2025 Boring Number:B-25124A-33 Depth to Groundwater:9.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML CL GP 17 32 26 28 40 4 7 10 8 12 20 10 13 13 10 15 13 23 20 20 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Infiltration test performed at 4.0 feet BGS. Unfactored falling head infiltration rate = 12.0 inches/hour Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-34 Depth to Groundwater:8.9' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML CL GP 13 27 27 20 30 105.6 6 8 14 6 12 15 9 15 12 6 10 10 8 14 16 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (CL) ALLUVIUM - SANDY LEAN CLAY WITH GRAVEL, brown, firm to stiff, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-35 Depth to Groundwater:9.1' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 25 35 16.0 0 5 10 15 ML CL GP 44 29 28 25 32 13 22 22 9 12 17 9 14 14 14 16 9 8 12 20 Trace to moderate vegetation and organics encountered to 0.3 foot BGS. Black sand lens from 15.0 to 15.5 feet BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-36 Depth to Groundwater:9.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 17 34 25 18 52 8 8 9 4 13 21 23 13 12 11 10 8 8 24 28 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-29-2025 Boring Number:B-25124A-37 Depth to Groundwater:9.6' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 22 26 20 21 26 10 11 11 5 10 16 5 8 12 4 8 13 8 11 15 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-38 Depth to Groundwater:9.5' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 18 27 17 27 7 8 9 9 4 9 18 5 6 11 9 15 12 6 3 4 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-39 Depth to Groundwater:12' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 23 23 24 33 32 10 11 12 8 10 13 9 12 12 7 14 19 8 14 18 Trace to moderate vegetation and organics encountered to 0.2 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-40 Depth to Groundwater:11.3' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 25 32 33 42 22 10 7 18 6 10 22 6 12 21 6 21 21 5 9 13 Trace to moderate vegetation and organics encountered to 0.5 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, moist (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-41 Depth to Groundwater:10.2' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP 27 30 12 35 26 7 10 17 13 15 15 4 6 6 5 8 27 11 12 14 Trace to moderate vegetation and organics encountered to 0.4 foot BGS. Borehole loosely backfilled and plugged with bentonite upon completion. (ML) TOPSOIL - SANDY SILT WITH GRAVEL, brown, loose, humid (ML) ALLUVIUM - SANDY SILT WITH GRAVEL, brown, loose to medium dense, moist (GP) ALLUVIUM - POORLY-GRADED GRAVEL WITH SAND, gray to black, medium dense to dense, moist to saturated Borehole Terminated at 16.5 Feet. Pocket Penetrometer, TSF 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 SP T N SPT, N-Value 20 40 60 80 PL LLMC Dr y D e n s i t y (p c f ) Sa m p l e Ty p e % Passing No. 200 Sieve TEST RESULTS SP T Bl o w s P e r 6 I n c h e s Sy m b o l Remarks Note: BGS = Below Ground SurfaceDe p t h (f t )USCS Description Sheet 1 Of 1Logged By:NGH Borehole Diameter:8" Date Drilled:09-30-2025 Boring Number:B-25124A-42 Depth to Groundwater:11.3' EXPLORATORY BORING LOGDrill Rig:CME 55 Client:The Home Depot USA, Inc. Project:Home Depot Store, Rexburg GP I B O R I N G - G P I . G D T - 1 0 / 1 8 / 2 5 0 3 : 1 2 - E : \ H O M E D E P O T \ 2 5 1 0 0 1 M O 2 5 1 2 4 A H O M E D E P O T R E X B U R G . G P J 0 5 10 15 ML ML GP APPENDIX C Laboratory Test Results Project Name:Proposed Home Depot Store Rexburg, Idaho Project Number: MO25124A Client: The Home Depot USA, Inc Boring (B)Depth Lab In situ In situ Dry Corrected Max Dry Corrected Optimum #200 Sieve Organic Cation Exchange Resistivity Sulfates Test Pit (TP)(feet) Number Moisture, % Density, pcf Density, pcf Moisture, %Liquid Limit Plasticity Index Passing, %Matter, % Capacity (meq/100g) Ω·cm ppm B-25124A-02 2.5-4.0 20969 6.6- - - - - - -- - --- B-25124A-02 20.0-21.5 20970 18.1 ------2.7 ----- B-25124A-02 25.0-26.5 20971 18.0 ------4.4 ----- B-25124A-05 7.5-9.0 20972 14.4 ------3.7 ----- B-25124A-07 2.5-4.0 20973 8.9- - - - - - -- - --- B-25124A-09 2.5-4.0 20974 7.6- - - - - - -- - --- B-25124A-11 5.0-6.5 20975 9.7- - - - - - -- - --- B-25124A-12 2.5-4.0 20976 9.9 ----22 4 54 ----- B-25124A-13 5.0-6.5 20977 3.8- - - - - - -- - --- B-25124A-14 5.0-6.5 20978 12.7 ------------ B-25124A-14 7.5-9.0 21016 16.9 ------------ B-25124A-15 2.5-4.0 21017 9.4- - - - - - -- - --- B-25124A-15 7.5-9.0 21018 10.8 ------5.0 ----- B-25124A-15 30.0-31.5 21019 37.4 ------------ B-25124A-17 21.0-21.5 21022 11.1 101.7 ----------- B-25124A-20 26.0-26.5 21026 18.4 103.6 ----------- B-25124A-22 3.0-3.5 21028 15.5 102.3 ---43 19 51 ----- B-25124A-23 5.0-6.5 21029 9.8- - - - - - -- - --- B-25124A-25 7.5-9.0 21033 14.7 ------------ B-25124A-25 15.0-16.5 21034 8.1- - - - - -4.8- - --- B-25124A-25 25.0-26.5 21035 25.0 ------4.7 ----- B-25124A-28 0.5-1.0 21050 3.4 -123.0 8.0 8.8 -------- B-25124A-28 5.0-6.5 21037 10.7 -------0.5 3.3 7.6 3,570 42.9 B-25124A-29 15.0-16.5 21051 13.4 ------------ B-25124A-33 0.5-1.0 21052 7.9 ----32 7 56 3.5 -7.4 3,330 9.6 B-25124A-34 5.0-6.5 21053 14.1 -------1.1 10.2 7.7 5,560 10.2 B-25124A-35 3.0-3.5 21054 16.0 105.6 ---35 10 68 ----- B-25124A-38 0.0-0.5 21074 4.6 -------3.4 -7.0 2,780 9.0 TP-25124A-01 2.0-3.0 21075 7.5 ------2.9 1.1 10.2 6.8 1,720 78.9 TP-25124A-03 4.0-5.0 21076 7.2 ------4.9 0.7 4.2 7.1 12,500 6.0 TP-25124A-05 2.5-3.0 21077 6.4 113.7 137.0 7.0 --------- Reviewed By: __________________________________ Sandy Lean Clay with Gravel (CL) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Sand (SP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Sandy Lean Clay with Gravel (CL) Poorly-Graded Gravel with Sand (GP) Sandy Lean Clay with Gravel (CL) Sandy Lean Clay with Gravel (CL) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Sand (SP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Sandy Lean Clay with Gravel (CL) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Sand (SP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Sand (SP) Laboratory Test Results Summary Sandy Lean Clay with Gravel (CL) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Sand (SP) Poorly-Graded Sand (SP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) Poorly-Graded Gravel with Sand (GP) pHAtterberg Limits (U.S.C.S. Classification) Description Poorly-Graded Gravel with Sand (GP) CBR MOISTURE-DENSITY RELATIONSHIP CURVE ASTM D 1557 Method C Project Name: Proposed Home Depot Store Rexburg, Idaho Project Number: MO25124A Client: The Home Depot USA, Inc. Lab Number: 21077 Sample Location: TP-25124A-5 @ 2.5-3.0 feet BGS Sample Classification: Poorly-Graded Gravel with Sand (GP) Date Tested: 10/13/2025 By: MBK Rammer Type: Manual Reviewed By: _____________________ Maximum Dry Density, pcf : 127.4 Optimum Moisture Content, %: 9.4 45678910111213144.5 5.5 6.5 7.5 8.5 9.5 10.5 11.5 12.5 13.5 MOISTURE % 105 110 115 120 125 130 135 140 145 150 106 107 108 109 111 112 113 114 116 117 118 119 121 122 123 124 126 127 128 129 131 132 133 134 136 137 138 139 141 142 143 144 146 147 148 149 DR Y D E N S I T Y ( p c f ) Zero Air Voids Curve spg. (Assumed) 2.65 127.4 Corrected Dry Density, pcf: 137.0 Corrected Moisture Content, %: 7.0 Coarse Aggregate Correction, %: 30.0 Bulk Specific Gravity (assumed): 2.65 0.0 0.1 0.2 0.3 0.4 0.5 Penetration, Inches 0 20 4 0 6 0 8 0 1 0 0 1 2 0 1 4 0 16 0 1 8 0 L o a d P S I PSI @ 0.1" - Penetration = 88.4 MOISTURE-DENSITY CURVE Maximum Dry Density, pcf: 123.0 Optimum Moisture Content, %: 8.0 CALIFORNIA BEARING RATIO ASTM D 1883 Project: Proposed Home Depot Store Rexburg, Idaho Client: The Home Depot USA, Inc Sample Location: B-25124A-28 @ 0.5-1.0 feet BGS Sample Classification: Sandy Lean Clay With Gravel (CL) Project Number: MO25124A Lab Number: 21050 Date Tested: 10/30/2025 By: MK SOIL CONSTANTS CBR = 8.8 Fines Classification: CL Test Dry Density = 110.7 pcf Test Specimen Remolded @ 8.0% Moisture Remold Percentage of Proctor = 90% Test Performed @ 22.4% Moisture (Top 1") Percent Swell = 1.1 Soak Time = 72 hrs Surcharge = 50 psf ASTM D-1557 Method A 6 8 10 12 Percent Moisture 105 110 115 120 125 Dr y D e n s i t y , p c f Reviewed By: ____________________________ Optimum/Maximum ASTM D6913 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters 0 10 20 30 40 50 60 70 80 90 100 PE R C E N T P A S S I N G 100 97 95 92 91 89 84 73 45 15 5 2.7 2 1 3/ 4 1/ 2 3/ 8 #4 #8 #1 6 #3 0 #5 0 #1 0 0 #2 0 0 Inches Screen Sizes Reviewed by: Co b b l e s Coarse Fine Gravel Sand FineCoarse ASTM D6913 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters 0 10 20 30 40 50 60 70 80 90 100 PE R C E N T P A S S I N G 100 85 71 61 49 44 40 35 20 15 4.8 1 3/ 4 1/ 2 3/ 8 #4 #8 #1 6 #3 0 #5 0 #1 0 0 #2 0 0 Inches Screen Sizes Reviewed by: Co b b l e s Coarse Fine Gravel Sand FineCoarse ASTM D6913 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters 0 10 20 30 40 50 60 70 80 90 100 PE R C E N T P A S S I N G 100 81 73 61 56 45 34 24 12 4 3 2.9 2 1 3/ 4 1/ 2 3/ 8 #4 #8 #1 6 #3 0 #5 0 #1 0 0 #2 0 0 Inches Screen Sizes Reviewed by: Co b b l e s Coarse Fine Gravel Sand FineCoarse ASTM D6913 100 10 1 0.1 SOIL GRAIN DIAMETER, millimeters 0 10 20 30 40 50 60 70 80 90 100 PE R C E N T P A S S I N G 100 92 70 62 52 47 37 31 24 15 8 6 4.9 4 3 2 1 3/ 4 1/ 2 3/ 8 #4 #8 #1 6 #3 0 #5 0 #1 0 0 #2 0 0 Inches Screen Sizes Reviewed by: Co b b l e s Coarse Fine Gravel Sand FineCoarse