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HomeMy WebLinkAbout007_DrainageReport MAIN STREET HOTEL DRAINAGE REPORT Project No. 07022.01 Bozeman Exchange Associates, LLC 17 Lockwood Drive Rice Mill Building, Suite 400 Charleston, SC 29401 January 2024 MAIN STREET HOTEL FINAL DRAINAGE REPORT BOZEMAN, MONTANA CERTIFICATION I hereby state that this Final Drainage Report has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community of professional engineers. The analysis has been prepared utilizing procedures and practices specified by the City of Bozeman and within the standard accepted practices. Robert Egeberg, P.E. Date 01/12/2024 January 12, 2024 Project No. 07022.01 DRAINAGE REPORT MAIN STREET HOTEL BOZEMAN, MONTANA 59715 OVERVIEW NARRATIVE The purpose of this drainage plan is to present a summary of calculations to quantify the stormwater runoff for the Main Street Hotel project. All design criteria and calculations are in accordance with The City of Bozeman Design Standards and Specifications Policy, dated March 2004. The site stormwater improvements have been designed with the intent to meet the current City of Bozeman drainage regulations. Location The lot is approximately 1.59 Acres on the north side of Main Street and the west side of 5th Avenue. Existing Site Conditions The project area currently consists of previously developed land that originally had a hotel and has since been demolished. The project site is a mix of crushed concrete, gravel, asphalt, and grass. Proposed Project The project will include the construction of a new building, connections to existing water and sewer infrastructure surrounding the proposed development, parking area, and landscape improvements. A chamber system is proposed for infiltration/treatment of stormwater runoff. Calculations for each sub-basin are included in this submittal. P:07022_01_MAIN STREET HOTEL DRAINAGE REPORT (01/12/24) DME/RPE I. Hydrology The modified rational method was used to determine peak runoff rates and volumes. The rational formula provided in The City of Bozeman Standard Specifications and Policy was used to calculate the peak runoff rates on site, time of concentration, rainfall intensities, etc. To be conservative, we treated most watersheds as if they were predominately impervious cover, therefore we assumed a time of concentration of 5-minutes. For impervious surfaces, a runoff coefficient of 0.95 was assumed, and for pervious surfaces, a runoff coefficient of 0.15 was assumed. Infiltration rates were not considered in the sizing of the underground retention system. A. Existing Basins The existing site includes approximately 65,926 SF (~1.51 acres) of impervious surface, and 3,173 SF (~0.07 acres) of pervious surface. Stormwater flows from the south to the north towards E Mendenhall St in the northern half of the property. In the southern half of the property stormwater flows out towards N 5th Ave, W Main St, and the bordering property. The existing topography generally does not exceed slopes of 3%, there are a couple of small areas with steep slopes of 5-10%. Allied Engineering Services Inc. prepared a Preliminary Geotechnical Recommendations Report for the site on September 23, 2021. Their investigations show that the soil conditions encountered near the site generally consist of thicker silt/clay soils which is underlain by native gravel that ranges between 13 and 20 feet. Groundwater at a nearby site was encountered at depths ranging from 21 to 26 feet. See Appendix A for the Existing Basins – Exhibit A. Runoff calculations for the existing basins are shown in Appendix C. B. Post-Development Basins For the following sections, please refer to Appendix B - Exhibit B of this report, which graphically shows and labels the onsite watersheds as well as the proposed drainage and conveyance facilities. No percolation rates have been included in these calculations to be conservative. Storage volume calculations used the 10-year, 2-hour design storm frequency for rainfall data, see Appendix C. Storm drain inlets and pipes were sized per the 25-year design storm. Sub-Basin A Sub-Basin A includes all areas of the paved parking lot north of the proposed hotel, and landscape area east of the proposed parking lot. Sub-Basin A includes 25,214 sf of impervious area, and 4,071 sf of impervious area. Runoff generated in Sub-Basin A is captured by two standard curb inlets at the northeast corner of the proposed parking lot. Runoff is then conveyed through a storm pipe network to the stormwater chamber system. P:07022_01_MAIN STREET HOTEL DRAINAGE REPORT (01/12/24) DME/RPE Sub-Basin B Sub-Basin B includes runoff from the west half of the building. Sub-Basin B includes 11,171 sf of impervious area. Runoff generated in Sub-Basin B is captured by the roof where it is then conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin C Sub-Basin C includes runoff from the east half of the building. Sub-Basin B includes 10,858 sf of impervious area. Runoff generated in Sub-Basin C is captured by the roof where it is then conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin D Sub-Basin D includes runoff north of the parking lot on the north end of the property. Sub- Basin D includes 761 sf of impervious area and 1,557 sf of pervious area. Runoff generated in Sub-Basin D flows offsite towards W Mendenhall St where it flows into an existing curb inlet. Sub-Basin E Sub-Basin E includes runoff from the east approach of 5th Ave., the sidewalk along 5th Ave and the sidewalk along Main St. Sub-Basin E includes 10,109 sf of impervious area and 225 sf of pervious area. Runoff generated in Sub-Basin E flows offsite towards 5th St and Main St where the runoff is collected by existing curb inlets. Sub-Basin F Sub-Basin F includes the angled parking lot on the west side of the building. Sub-Basin F includes 5,325 sf of impervious area. Runoff generated in Sub-Basin F flows to a curb inlet. Water then is conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin G Sub-Basin G includes a small landscape area along the building. Sub-Basin G includes 103 sf of pervious area. Runoff generated in Sub-Basin G flows into a landscape drain where the runoff then is conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin H Sub-Basin H includes the east side of the entrance to the proposed hotel. Sub-Basin H includes 3,639 sf of impervious area and 324 sf of pervious area. Runoff generated in Sub- Basin H flows into a storm drain inlet located near the center of the drive aisle. Runoff is then conveyed through a storm pipe network to the stormwater chamber system. P:07022_01_MAIN STREET HOTEL DRAINAGE REPORT (01/12/24) DME/RPE Sub-Basin I Sub-Basin I is directly across from Sub-Basin H and includes the east side of the exit to the front of the hotel entrance drop-off. Sub-Basin I includes 2,776 sf of impervious area and 525 sf of pervious area. Runoff generated in Sub-Basin I flows into a storm drain inlet located near the center of the drive aisle. Runoff is then conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin J Sub-Basin J includes the landscape area directly to the west of the proposed building entrance drop-off. Sub-Basin J includes 60 sf of impervious area and 545 sf of pervious area. Runoff generated in Sub-Basin J flows into a landscape inlet located in the middle of the basin. Runoff is then conveyed through a storm pipe network to the stormwater chamber system. Sub-Basin K Sub-Basin K includes the staircase along the north side of the building and four side entries into the building. Sub-Basin K includes 614 sf of impervious area and 502 sf of pervious area. Runoff generated in Sub-Basin K flows into an inlet located in the sidewalk. Runoff is then conveyed through a storm pipe network to the stormwater chamber system. Sub-Basins A, B, C, F, G, H, I, J, and K consists of a total area of 65,720 sf (1.51 acres) and having a drainage coefficient of 0.88, are routed to the chamber system. Sub-Basins A, B, C, F, G, H, I, J, and K require a total retention volume of 3,882 cf. The storm system and gravel trench have a total retention volume of 3,899 cf making the storm system adequate to meet the storage requirements. The gravel trench beneath the chamber system is 4 ft wide by 80 ft long and has a depth of 8.5 ft. Sub-Basins D and E are not captured as their runoff remains the same as preexisting conditions in their respective drainage areas. The amount of runoff leaving the site has been decreased. Sub-Basins D and E have a total area of 12,651 sf (0.29 acres) and have a drainage coefficient of 0.84. Sub-Basins D and E require a total retention volume of 715 cf. The pre- developed property required a total retention volume of 4,255 cf, so the volume of runoff exiting the site has been reduced by 3,540 cf. I. Calculations Sub-Basins A, B, C, F, G, H, I, J, and K A= 1.37 acres + 0.14 acres = 1.51 acres C’xA= (1.37*0.95)+(0.14*0.15) = 1.32 acres C= 1.32 acres / 1.51 acres = 0.88 Q=7200 x C x I x A Where: C=0.88; i=0.41 in/hr; A= 1.51 acres P:07022_01_MAIN STREET HOTEL DRAINAGE REPORT (01/12/24) DME/RPE Q=3,882 ft3 II. Calculations Sub-Basins D and E A= 0.25 acres + 0.04 acres = 0.29 acres C’xA= (0.25*0.95)+(0.04*0.15) = 0.24 acres C= 0.24 acres / 0.29 acres = 0.84 Q=7200 x C x I x A Where: C=0.84; i=0.41 in/hr; A= 0.29 acres Q=715 ft3 II. Hydraulics A. Storm Inlets and Storm Drains All storm drainage pipes were sized to handle peak flow resulting from a 25-year storm event. The Rational Method was used to calculate peak flow. The Manning’s Equation within ManningSolver Version 1.019 software was used to determine pipe sizing for the full flow capacity of the pipes. Inlets were sized to handle the peak flow resulting from a 25-year storm event. Flow intercepted by drainage inlets were determined using Federal Highway Administration (FHWA) Hydraulic Toolbox Software Version 5.1.1. All the proposed inlets are in sag conditions and sized assuming a 50% clogging factor. For further information on storm drain and inlet capacity calculations, see Appendix C. III. Water Quality The City of Bozeman Design Standards and Specifications Policy states the requirement to capture or reuse the runoff generated from the first 0.5 inches of rainfall from a 24-hour storm. We meet this requirement by retaining all runoff onsite in the proposed underground stormwater chamber system. I. Calculations Water Quality Vol=0.5in x (1ft/12in) x 65,720 sf = 2,738 cf. 2,738 cf. will draw down in 30.20 hrs using the percolation rate of 3.36 in/hr from the trench excavated into native gravels. II. Calculations Width of Gravel = 4 ft P:07022_01_MAIN STREET HOTEL DRAINAGE REPORT (01/12/24) DME/RPE Depth of Gravel = 8.5 ft Length of Gravel = 80 ft Volume of Gravel = 4ft x 8.5ft x 80ft = 2,720 cf Area of Gravel = 4ft x 80ft = 320 sf Water Depth = 2,738cf / 320sf = 8.55ft Draw Down = 8.55ft / 3.4 in/hr = 30.20hr Required Storage Volume of Chambers= Required Storage Volume – Gravel Storage Required Storage Volume of Chambers= 3,882cf – 816cf = 3,066cf Provided Storage Volume of Chambers= 3,083cf Provided Gravel Storage = Void Space x Gravel Volume = 0.3 x 2,720cf = 816 cf Total Storage Provided (Chambers + Gravel) = 3,083cf + 816cf = 3,899cf IV. Outlet Structures There are no outlet structures proposed for this project. V. Appendices Appendix A – Exhibit A – Stormwater Existing Basins Appendix B – Exhibit B – Stormwater Post-Development Basins Appendix C – Hydraulic Calculations Appendix D – O&M Plan Appendix E – Geotechnical Report Appendix F – ADS Chamber Details Main Street Hotel Drainage Report Project No. 07022.01 APPENDIX A Exhibit A – Stormwater Existing Basins EXHIBIT A NORTH ####0 SCALE:######## #### APPENDIX B Exhibit B – Stormwater Post-Development Basins Main Street Hotel Drainage Report Project No. 07022.01 APPENDIX C Hydraulic Calculations Main Street Hotel Drainage Report Project No. 07022.01 Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =10 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 65926 1.513 0.95 1 0.95 0.95 1.44 3173 0.073 0.15 1 0.15 0.15 0.01 1 0.00 0.00 0 1 0.00 0.00 0 1 0.00 0.00 0 69099 1.5863 1.4487 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =1.45 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 9.16 13.27 5 3.22 4.66 10 2.05 2.97 15 1.58 2.28 20 1.31 1.89 25 1.13 1.64 30 1.00 1.45 35 0.91 1.32 40 0.83 1.21 45 0.77 1.12 50 0.72 1.04 55 0.68 0.98 60 0.64 0.93 75 0.55 0.80 90 0.49 0.71 105 0.44 0.64 120 0.41 0.59 150 0.35 0.51 180 0.31 0.45 360 0.20 0.29 720 0.13 0.18 1440 0.08 0.12 4,254.25 ft3 4.66 (ft3/s) 7964.83 0.00 7964.83 10151.65 0.00 10151.65 4902.93 0.00 4902.93 6249.08 0.00 6249.08 4254.25 0.00 4254.25 4599.83 0.00 4599.83 3846.76 0.00 3846.76 4060.00 0.00 4060.00 3337.82 0.00 3337.82 3608.95 0.00 3608.95 3131.48 0.00 3131.48 3237.70 0.00 3237.70 2896.22 0.00 2896.22 3018.10 0.00 3018.10 2618.80 0.00 2618.80 2763.97 0.00 2763.97 2272.32 0.00 2272.32 2456.91 0.00 2456.91 1782.83 0.00 1782.83 2054.67 0.00 2054.67 796.36 0.00 796.36 1398.78 0.00 1398.78 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.9133 Cwd x Cf =0.91 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS PRE-DEVELOPED CONDITIONS (OVERALL) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =10 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 59652.82 1.369 0.95 1 0.95 0.95 1.30 6066.63 0.139 0.15 1 0.15 0.15 0.02 1 0.00 0.00 0 1 0.00 0.00 0 1 0.00 0.00 0 65719.4463 1.5087 1.3219 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =1.32 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 9.16 12.11 5 3.22 4.25 10 2.05 2.71 15 1.58 2.08 20 1.31 1.73 25 1.13 1.49 30 1.00 1.33 35 0.91 1.20 40 0.83 1.10 45 0.77 1.02 50 0.72 0.95 55 0.68 0.90 60 0.64 0.85 75 0.55 0.73 90 0.49 0.65 105 0.44 0.59 120 0.41 0.54 150 0.35 0.47 180 0.31 0.41 360 0.20 0.26 720 0.13 0.17 1440 0.08 0.11 3,881.75 ft3 4.25 (ft3/s) Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (OVERALL) Surface Type Pervious Totals = 0.8762 Cwd x Cf =0.88 Runoff Volume Discharge Volume Site Detention = = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) 726.63 0.00 726.63 1276.30 0.00 1276.30 1626.73 0.00 1626.73 1874.76 0.00 1874.76 2073.36 0.00 2073.36 2241.78 0.00 2241.78 2389.50 0.00 2389.50 2521.96 0.00 2521.96 2642.63 0.00 2642.63 2753.84 0.00 2753.84 2857.29 0.00 2857.29 2954.21 0.00 2954.21 3045.56 0.00 3045.56 3292.96 0.00 3292.96 3509.94 0.00 3509.94 3704.51 0.00 3704.51 3881.75 0.00 3881.75 4197.07 0.00 4197.07 4473.63 0.00 4473.63 5701.91 0.00 5701.91 7267.43 0.00 7267.43 9262.78 0.00 9262.78 = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =10 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 10869.42 0.250 0.95 1 0.95 0.95 0.24 1781.93 0.041 0.15 1 0.15 0.15 0.01 1 0.00 0.00 0 1 0.00 0.00 0 1 0.00 0.00 0 12651.3489 0.2904 0.2432 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.24 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 9.16 2.23 5 3.22 0.78 10 2.05 0.50 15 1.58 0.38 20 1.31 0.32 25 1.13 0.27 30 1.00 0.24 35 0.91 0.22 40 0.83 0.20 45 0.77 0.19 50 0.72 0.18 55 0.68 0.16 60 0.64 0.16 75 0.55 0.13 90 0.49 0.12 105 0.44 0.11 120 0.41 0.10 150 0.35 0.09 180 0.31 0.08 360 0.20 0.05 720 0.13 0.03 1440 0.08 0.02 714.14 ft3 0.78 (ft3/s) 1337.02 0.00 1337.02 1704.11 0.00 1704.11 823.03 0.00 823.03 1049.00 0.00 1049.00 714.14 0.00 714.14 772.15 0.00 772.15 645.74 0.00 645.74 681.53 0.00 681.53 560.30 0.00 560.30 605.82 0.00 605.82 525.67 0.00 525.67 543.50 0.00 543.50 486.17 0.00 486.17 506.63 0.00 506.63 439.61 0.00 439.61 463.97 0.00 463.97 381.44 0.00 381.44 412.43 0.00 412.43 299.28 0.00 299.28 344.91 0.00 344.91 133.68 0.00 133.68 234.81 0.00 234.81 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.8373 Cwd x Cf =0.84 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASINS D AND E) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 25213.19 0.579 0.95 1.1 1.05 1.00 0.58 4070.45 0.093 0.15 1.1 0.17 0.17 0.02 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 29283.6427 0.6723 0.5942 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.62 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 6.65 5 3.83 2.37 10 2.46 1.52 15 1.89 1.17 20 1.58 0.98 25 1.37 0.85 30 1.22 0.75 35 1.10 0.68 40 1.01 0.63 45 0.94 0.58 50 0.88 0.54 55 0.82 0.51 60 0.78 0.48 75 0.68 0.42 90 0.60 0.37 105 0.55 0.34 120 0.50 0.31 150 0.43 0.27 180 0.39 0.24 360 0.25 0.15 720 0.16 0.10 1440 0.10 0.06 2,235.40 ft3 2.37 (ft3/s) 4260.79 0.00 4260.79 5468.41 0.00 5468.41 2586.72 0.00 2586.72 3319.86 0.00 3319.86 2235.40 0.00 2235.40 2422.39 0.00 2422.39 2015.48 0.00 2015.48 2130.49 0.00 2130.49 1741.75 0.00 1741.75 1887.44 0.00 1887.44 1631.10 0.00 1631.10 1688.03 0.00 1688.03 1505.19 0.00 1505.19 1570.39 0.00 1570.39 1357.11 0.00 1357.11 1434.55 0.00 1434.55 1172.79 0.00 1172.79 1270.89 0.00 1270.89 913.80 0.00 913.80 1057.41 0.00 1057.41 398.89 0.00 398.89 712.00 0.00 712.00 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.8388 Cwd x Cf =0.92 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN A) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 11170.71 0.256 0.95 1.1 1.05 1.00 0.26 0.00 0.000 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 11170.7064 0.2564 0.2564 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.26 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 2.75 5 3.83 0.98 10 2.46 0.63 15 1.89 0.49 20 1.58 0.40 25 1.37 0.35 30 1.22 0.31 35 1.10 0.28 40 1.01 0.26 45 0.94 0.24 50 0.88 0.22 55 0.82 0.21 60 0.78 0.20 75 0.68 0.17 90 0.60 0.15 105 0.55 0.14 120 0.50 0.13 150 0.43 0.11 180 0.39 0.10 360 0.25 0.06 720 0.16 0.04 1440 0.10 0.03 924.19 ft3 0.98 (ft3/s) 1761.55 0.00 1761.55 2260.82 0.00 2260.82 1069.43 0.00 1069.43 1372.54 0.00 1372.54 924.19 0.00 924.19 1001.49 0.00 1001.49 833.26 0.00 833.26 880.81 0.00 880.81 720.10 0.00 720.10 780.33 0.00 780.33 674.35 0.00 674.35 697.89 0.00 697.89 622.30 0.00 622.30 649.25 0.00 649.25 561.07 0.00 561.07 593.09 0.00 593.09 484.87 0.00 484.87 525.43 0.00 525.43 377.79 0.00 377.79 437.17 0.00 437.17 164.91 0.00 164.91 294.36 0.00 294.36 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.9500 Cwd x Cf =1.00 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN B) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 10857.14 0.249 0.95 1.1 1.05 1.00 0.25 0.00 0.000 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 10857.1446 0.2492 0.2492 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.25 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 2.67 5 3.83 0.95 10 2.46 0.61 15 1.89 0.47 20 1.58 0.39 25 1.37 0.34 30 1.22 0.30 35 1.10 0.27 40 1.01 0.25 45 0.94 0.23 50 0.88 0.22 55 0.82 0.21 60 0.78 0.19 75 0.68 0.17 90 0.60 0.15 105 0.55 0.14 120 0.50 0.12 150 0.43 0.11 180 0.39 0.10 360 0.25 0.06 720 0.16 0.04 1440 0.10 0.03 898.25 ft3 0.95 (ft3/s) Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN C) Surface Type Pervious Totals = 0.9500 Cwd x Cf =1.00 Runoff Volume Discharge Volume Site Detention = = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) 160.28 0.00 160.28 286.10 0.00 286.10 367.19 0.00 367.19 424.90 0.00 424.90 471.26 0.00 471.26 510.68 0.00 510.68 545.32 0.00 545.32 576.44 0.00 576.44 604.83 0.00 604.83 631.03 0.00 631.03 655.42 0.00 655.42 678.30 0.00 678.30 699.88 0.00 699.88 758.42 0.00 758.42 809.87 0.00 809.87 856.09 0.00 856.09 898.25 0.00 898.25 973.38 0.00 973.38 1039.41 0.00 1039.41 1334.01 0.00 1334.01 1712.10 0.00 1712.10 2197.36 0.00 2197.36 = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 760.87 0.017 0.95 1.1 1.05 1.00 0.02 1556.93 0.036 0.15 1.1 0.17 0.17 0.01 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 2317.7951 0.0532 0.0234 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.02 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.26 5 3.83 0.09 10 2.46 0.06 15 1.89 0.05 20 1.58 0.04 25 1.37 0.03 30 1.22 0.03 35 1.10 0.03 40 1.01 0.02 45 0.94 0.02 50 0.88 0.02 55 0.82 0.02 60 0.78 0.02 75 0.68 0.02 90 0.60 0.01 105 0.55 0.01 120 0.50 0.01 150 0.43 0.01 180 0.39 0.01 360 0.25 0.01 720 0.16 0.00 1440 0.10 0.00 87.04 ft3 0.09 (ft3/s) 165.89 0.00 165.89 212.91 0.00 212.91 100.71 0.00 100.71 129.26 0.00 129.26 87.04 0.00 87.04 94.32 0.00 94.32 78.47 0.00 78.47 82.95 0.00 82.95 67.81 0.00 67.81 73.49 0.00 73.49 63.51 0.00 63.51 65.72 0.00 65.72 58.60 0.00 58.60 61.14 0.00 61.14 52.84 0.00 52.84 55.85 0.00 55.85 45.66 0.00 45.66 49.48 0.00 49.48 35.58 0.00 35.58 41.17 0.00 41.17 15.53 0.00 15.53 27.72 0.00 27.72 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.4126 Cwd x Cf =0.45 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN D) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 10108.55 0.232 0.95 1.1 1.05 1.00 0.23 225.00 0.005 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 10333.5538 0.2372 0.2329 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.24 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 2.54 5 3.83 0.91 10 2.46 0.58 15 1.89 0.45 20 1.58 0.37 25 1.37 0.32 30 1.22 0.29 35 1.10 0.26 40 1.01 0.24 45 0.94 0.22 50 0.88 0.21 55 0.82 0.20 60 0.78 0.19 75 0.68 0.16 90 0.60 0.14 105 0.55 0.13 120 0.50 0.12 150 0.43 0.10 180 0.39 0.09 360 0.25 0.06 720 0.16 0.04 1440 0.10 0.02 854.93 ft3 0.91 (ft3/s) 1629.54 0.00 1629.54 2091.39 0.00 2091.39 989.29 0.00 989.29 1269.68 0.00 1269.68 854.93 0.00 854.93 926.44 0.00 926.44 770.82 0.00 770.82 814.80 0.00 814.80 666.13 0.00 666.13 721.85 0.00 721.85 623.81 0.00 623.81 645.59 0.00 645.59 575.66 0.00 575.66 600.59 0.00 600.59 519.02 0.00 519.02 548.64 0.00 548.64 448.53 0.00 448.53 486.05 0.00 486.05 349.48 0.00 349.48 404.41 0.00 404.41 152.55 0.00 152.55 272.30 0.00 272.30 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.9326 Cwd x Cf =1.00 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN E) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 5324.42 0.122 0.95 1.1 1.05 1.00 0.12 0.00 0.000 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 5324.4189 0.1222 0.1222 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.12 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 1.31 5 3.83 0.47 10 2.46 0.30 15 1.89 0.23 20 1.58 0.19 25 1.37 0.17 30 1.22 0.15 35 1.10 0.13 40 1.01 0.12 45 0.94 0.11 50 0.88 0.11 55 0.82 0.10 60 0.78 0.10 75 0.68 0.08 90 0.60 0.07 105 0.55 0.07 120 0.50 0.06 150 0.43 0.05 180 0.39 0.05 360 0.25 0.03 720 0.16 0.02 1440 0.10 0.01 440.51 ft3 0.47 (ft3/s) 839.63 0.00 839.63 1077.60 0.00 1077.60 509.74 0.00 509.74 654.21 0.00 654.21 440.51 0.00 440.51 477.35 0.00 477.35 397.17 0.00 397.17 419.83 0.00 419.83 343.23 0.00 343.23 371.94 0.00 371.94 321.42 0.00 321.42 332.64 0.00 332.64 296.61 0.00 296.61 309.46 0.00 309.46 267.43 0.00 267.43 282.69 0.00 282.69 231.11 0.00 231.11 250.44 0.00 250.44 180.07 0.00 180.07 208.37 0.00 208.37 78.60 0.00 78.60 140.31 0.00 140.31 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.9500 Cwd x Cf =1.00 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN F) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 0.00 0.000 0.95 1.1 1.05 1.00 0.00 102.29 0.002 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 102.2913 0.0023 0.0004 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.00 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.00 5 3.83 0.00 10 2.46 0.00 15 1.89 0.00 20 1.58 0.00 25 1.37 0.00 30 1.22 0.00 35 1.10 0.00 40 1.01 0.00 45 0.94 0.00 50 0.88 0.00 55 0.82 0.00 60 0.78 0.00 75 0.68 0.00 90 0.60 0.00 105 0.55 0.00 120 0.50 0.00 150 0.43 0.00 180 0.39 0.00 360 0.25 0.00 720 0.16 0.00 1440 0.10 0.00 1.40 ft3 0.00 (ft3/s) 2.66 0.00 2.66 3.42 0.00 3.42 1.62 0.00 1.62 2.07 0.00 2.07 1.40 0.00 1.40 1.51 0.00 1.51 1.26 0.00 1.26 1.33 0.00 1.33 1.09 0.00 1.09 1.18 0.00 1.18 1.02 0.00 1.02 1.05 0.00 1.05 0.94 0.00 0.94 0.98 0.00 0.98 0.85 0.00 0.85 0.90 0.00 0.90 0.73 0.00 0.73 0.79 0.00 0.79 0.57 0.00 0.57 0.66 0.00 0.66 0.25 0.00 0.25 0.44 0.00 0.44 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.1500 Cwd x Cf =0.17 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN G) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 3638.19 0.084 0.95 1.1 1.05 1.00 0.08 323.51 0.007 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 3961.7039 0.0909 0.0847 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.09 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.95 5 3.83 0.34 10 2.46 0.22 15 1.89 0.17 20 1.58 0.14 25 1.37 0.12 30 1.22 0.11 35 1.10 0.10 40 1.01 0.09 45 0.94 0.08 50 0.88 0.08 55 0.82 0.07 60 0.78 0.07 75 0.68 0.06 90 0.60 0.05 105 0.55 0.05 120 0.50 0.04 150 0.43 0.04 180 0.39 0.03 360 0.25 0.02 720 0.16 0.01 1440 0.10 0.01 318.96 ft3 0.34 (ft3/s) 607.95 0.00 607.95 780.26 0.00 780.26 369.09 0.00 369.09 473.70 0.00 473.70 318.96 0.00 318.96 345.64 0.00 345.64 287.58 0.00 287.58 303.99 0.00 303.99 248.52 0.00 248.52 269.31 0.00 269.31 232.73 0.00 232.73 240.86 0.00 240.86 214.77 0.00 214.77 224.07 0.00 224.07 193.64 0.00 193.64 204.69 0.00 204.69 167.34 0.00 167.34 181.34 0.00 181.34 130.39 0.00 130.39 150.88 0.00 150.88 56.92 0.00 56.92 101.59 0.00 101.59 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.8847 Cwd x Cf =0.97 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN H) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 2775.93 0.064 0.95 1.1 1.05 1.00 0.06 524.97 0.012 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 3300.8959 0.0758 0.0657 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.07 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.74 5 3.83 0.26 10 2.46 0.17 15 1.89 0.13 20 1.58 0.11 25 1.37 0.09 30 1.22 0.08 35 1.10 0.08 40 1.01 0.07 45 0.94 0.06 50 0.88 0.06 55 0.82 0.06 60 0.78 0.05 75 0.68 0.05 90 0.60 0.04 105 0.55 0.04 120 0.50 0.03 150 0.43 0.03 180 0.39 0.03 360 0.25 0.02 720 0.16 0.01 1440 0.10 0.01 247.16 ft3 0.26 (ft3/s) 471.10 0.00 471.10 604.63 0.00 604.63 286.01 0.00 286.01 367.07 0.00 367.07 247.16 0.00 247.16 267.84 0.00 267.84 222.85 0.00 222.85 235.56 0.00 235.56 192.58 0.00 192.58 208.69 0.00 208.69 180.35 0.00 180.35 186.64 0.00 186.64 166.43 0.00 166.43 173.63 0.00 173.63 150.05 0.00 150.05 158.61 0.00 158.61 129.67 0.00 129.67 140.52 0.00 140.52 101.04 0.00 101.04 116.92 0.00 116.92 44.10 0.00 44.10 78.72 0.00 78.72 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.8228 Cwd x Cf =0.91 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN I) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 59.40 0.001 0.95 1.1 1.05 1.00 0.00 544.25 0.012 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 603.6462 0.0139 0.0034 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.00 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.04 5 3.83 0.01 10 2.46 0.01 15 1.89 0.01 20 1.58 0.01 25 1.37 0.00 30 1.22 0.00 35 1.10 0.00 40 1.01 0.00 45 0.94 0.00 50 0.88 0.00 55 0.82 0.00 60 0.78 0.00 75 0.68 0.00 90 0.60 0.00 105 0.55 0.00 120 0.50 0.00 150 0.43 0.00 180 0.39 0.00 360 0.25 0.00 720 0.16 0.00 1440 0.10 0.00 12.56 ft3 0.01 (ft3/s) 23.95 0.00 23.95 30.74 0.00 30.74 14.54 0.00 14.54 18.66 0.00 18.66 12.56 0.00 12.56 13.62 0.00 13.62 11.33 0.00 11.33 11.98 0.00 11.98 9.79 0.00 9.79 10.61 0.00 10.61 9.17 0.00 9.17 9.49 0.00 9.49 8.46 0.00 8.46 8.83 0.00 8.83 7.63 0.00 7.63 8.06 0.00 8.06 6.59 0.00 6.59 7.14 0.00 7.14 5.14 0.00 5.14 5.94 0.00 5.94 2.24 0.00 2.24 4.00 0.00 4.00 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.2287 Cwd x Cf =0.25 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN J) Surface Type = Project: MAIN STREET HOTEL Project #: 07022.01 Date: 11/03/2023 Design Storm Frequency =25 years Discharge Rate, d =0.00 cfs Input values for runoff coefficients from appropriate tables. Area Area Runoff Coefficient Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 613.84 0.014 0.95 1.1 1.05 1.00 0.01 501.16 0.012 0.15 1.1 0.17 0.17 0.00 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1.1 0.00 0.00 0 1114.9964 0.0256 0.0160 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.02 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 1 10.72 0.18 5 3.83 0.06 10 2.46 0.04 15 1.89 0.03 20 1.58 0.03 25 1.37 0.02 30 1.22 0.02 35 1.10 0.02 40 1.01 0.02 45 0.94 0.02 50 0.88 0.01 55 0.82 0.01 60 0.78 0.01 75 0.68 0.01 90 0.60 0.01 105 0.55 0.01 120 0.50 0.01 150 0.43 0.01 180 0.39 0.01 360 0.25 0.00 720 0.16 0.00 1440 0.10 0.00 59.91 ft3 0.06 (ft3/s) 114.19 0.00 114.19 146.56 0.00 146.56 69.33 0.00 69.33 88.98 0.00 88.98 59.91 0.00 59.91 64.92 0.00 64.92 54.02 0.00 54.02 57.10 0.00 57.10 46.68 0.00 46.68 50.59 0.00 50.59 43.72 0.00 43.72 45.24 0.00 45.24 40.34 0.00 40.34 42.09 0.00 42.09 36.37 0.00 36.37 38.45 0.00 38.45 31.43 0.00 31.43 34.06 0.00 34.06 24.49 0.00 24.49 28.34 0.00 28.34 10.69 0.00 10.69 19.08 0.00 19.08 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.5904 Cwd x Cf =0.65 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN K) Surface Type = Manning Formula: Circular ChannelInputFlow 7.66 cfsSlope 0.04 ft/ftManning's n 0.013Diameter 12 inOutputDepth 0.929 ftFlow Area 0.761 sfVelocity 10.1 fpsVelocity Head 1.58 ftTop Width 0.514 ftFroude Number 1.46Critical Depth 0.982 ftCritical Slope 0.0416 ft/ft0.0 0.2 0.4 0.6 0.8 1.0 1.2 0.0 0.2 0.4 0.6 0.8 1.0 1.212IN SD_4percent.msd 12/14/2023 ManningSolver v1.019Copyright (c) 2000 Current ApplicationsProposed 12" SD Max Flow Manning Formula: Circular Channel Input Flow 3.83 cfs Slope 0.01 ft/ft Manning's n 0.013 Diameter 12 in Output Depth 0.929 ft Flow Area 0.761 sf Velocity 5.03 fps Velocity Head 0.394 ft Top Width 0.514 ft Froude Number 0.730 Critical Depth 0.832 ft Critical Slope 0.0113 ft/ft 0.0 0.2 0.4 0.6 0.8 1.0 1.2 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Untitled 11/3/2023 ManningSolver v1.019 Copyright (c) 2000 Current Applications Proposed 12" SD Max Flow Hydraulic Analysis Report Curb and Gutter Analysis: Basin A Sag Inlet Type II Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0100 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0500 ft/ft Manning's n: 0.0150 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 3.0000 cfs Gutter Result Parameters Width of Spread: 18.2314 ft Gutter Depression: 0.7200 in Area of Flow: 1.7069 ft^2 Eo (Gutter Flow to Total Flow): 0.2524 Gutter Depth at Curb: 2.9078 in Inlet Input Parameters Inlet Location: Inlet in Sag Percent Clogging: 50.0000 % Inlet Type: Grate Grate Type: P - 1-7/8 Grate Width: 1.4800 ft Grate Length: 2.8300 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.7900 ft Effective Perimeter: 2.8950 ft Area: 3.7696 ft^2 Effective Area: 1.8848 ft^2 Depth at center of grate: 0.4923 ft Computed Width of Spread at Sag: 46.9305 ft Flow type: Weir Flow Efficiency: 1.0000 APPENDIX D O&M Plan Main Street Hotel Drainage Report Project No. 07022.01 November 3, 2023 Project No. 07022.01 STORM DRAINAGE FACILITY MAINTENANCE PLAN FOR MAIN STREET HOTEL BOZEMAN, MONTANA OVERVIEW NARRATIVE The purpose of this maintenance plan is to outline the necessary details related to ownership, responsibility, and cleaning schedule for the storm drainage facilities for Main Street Hotel. This plan has been completed in accordance with The City of Bozeman Design Standards and Specifications Policy, dated March 2004. The site stormwater improvements have been designed with the intent to meet the current City of Bozeman drainage regulations for the entire site to the extent feasible. Specific site information and criteria are described below: I. Ownership of Facilities Bozeman Exchange Associates, LLC Bozeman Exchange Associates, LLC will own all stormwater facilities which includes the chamber system, catch basins, and piping within the site boundary. II. Inspection Thresholds for Cleaning Infiltration Chamber If sediment in isolator row exceeds 3 inches or grate is more than 25% clogged with debris, clean grate and/or structure and vacuum isolator row. Catch Basins If sediment fills 60% of the sump or comes within 6-inches of a pipe, clean sump with vacuum. III. Cleaning Infiltration Chamber To clean grate of structure, remove and disposed of debris clogging the grate. To clean the structure, use catch basin vacuum to remove sediment and debris. To clean isolator row, use a JetVac. P:07022_01_MAIN_STREET_HOTEL_O&M 2 (11/03/23) DME/RPE Catch Basins To clean grate of structure, remove and disposed of debris clogging the grate. To clean the structure, use catch basin vacuum to remove sediment and debris. IV. Inspection, Maintenance, and Replacement Schedule Infiltration Chamber Inspection: Every 6 months and after storm events larger than 0.5 inches of precipitation Maintenance: Vacuum isolator row every 5 years or as needed based on inspection Design Life/Replacement Schedule: 50 years Catch Basins Inspection: Every 6 months and after storm events larger than 0.5 inches of precipitation Maintenance: Clean grate of structure and vacuum sediment and debris out of the sump every 5 years or as needed based on inspection Design Life/Replacement Schedule: 50 years V. Responsible Party Bozeman Exchange Associates, LLC Bozeman Exchange Associates, LLC will be responsible for the inspection, maintenance, and replacement of all stormwater facilities located within the project limits. I agree to the above inspection, maintenance, and replacement schedule detailed above. Signature: __________________________________________ Bozeman Exchange Associates, LLC Representative APPENDIX E Geotechnical Report Main Street Hotel Drainage Report Project No. 07022.01 Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 2 the fill thickness is expected to be 12 to 18 inches. In the old perimeter footing/foundation wall and utility tunnel areas, the fill thickness is deeper at 4.0 to 5.0 feet. A small basement area was located in the southwest part of the old building and was refilled with 8.0 to 9.0 feet of random fill/concrete fill. Per our 2018 recommendations and the City’s building permit restriction, all of the old fill material must be removed under the new building area. • Deep Foundation Bearing Material: Due to the deep depth to native gravel, there are only two options for foundation support and improvement. These include a deep, helical pier-supported, grade beam foundation system or a standard foundation that is supported on native soils that are “ground-improved” with rammed aggregate piers. Given that the building will be underlain by a slab-on-grade (and not by a full basement level), mass foundation over-excavation down to native gravel and granular structural fill replacement is not an economical solution. The site conditions (including deep gravel, stiff overlying silt/clay soils, and a deep groundwater table) are ideal for the use of rammed aggregate piers for “ground improvement”. For these reasons, this is the recommended foundation improvement option for the support of the building. PREVIOUSLY PROVIDED INFORMATION A preliminary geotechnical report for the project site was prepared and issued to the Design Team on September 23, 2021. This report detailed the 2018 demolition of the old hotel building, provided some insight on the expected soil and groundwater conditions based on area well logs, and presented some preliminary recommendations for site earthwork, foundation support and improvement, and concrete slab and asphalt pavement sections. In late November 2021, we drilled five boreholes across the site, including four within the new building location. Following the fieldwork, we issued a summary email to the Team on December 8, 2021 with a summary of the site’s soil and groundwater conditions and our recommendations for site design and building construction. The final recommendations included in this final geotechnical report mimic those that have been previously provided. There are no changes to the recommendations. A few attachments in this report have also been included in earlier correspondence. PROJECT PLANS A couple project site plan sheets are included and used as based maps for a few of the attached figures. These include Figures 3, 4, and 5. The image on Figures 3 and 5 is an early rendition of the site plan with the new building location color-coded (in blue) and the old City Center Hotel building location overlaid on the plan (in red). The site plan on Figure 4 is an updated site plan that we received in late November. We expect that some minor changes have been made to the civil site plan over the last few months. For this reason, only the geotechnical information shown on the figures should be used during construction. AESI INVOLVEMENT IN 2018 AESI became involved with this project in the spring of 2018. As the time, the building had been fully demolished and Sime Construction was on-site removing most of the old foundation concrete (including Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 3 at-grade slabs, basement slabs, foundation walls, basement walls, and footings). All of the old concrete was being crushed on-site to about a 6” to 8”-minus material. Most of the material being crushed was concrete, but there was other dirt and construction debris mixed in (including brick, masonry, and other building materials). Several pictures from a site visit on March 26, 2018 are attached at the back of the report. These show some of the in-place concrete areas (prior to removal) as well as the piles of both uncrushed and crushed materials. In order to avoid having to haul off most of this material, Sime was crushing it and using it to backfill the old foundation concrete areas that were being removed (including basement areas, perimeter footing and foundation wall alignments, interior utility tunnel/corridor locations, and the swimming pool area). Due to the mixture of materials, this old crushed concrete fill material was not a suitable structural fill material for new foundation support. As a result, we deemed it unsuitable for foundation support of new building footings and provided the recommendation that all of this crushed concrete fill material must be fully removed and replaced from under the new building area (prior to foundation earthwork). Our work in 2018 generally pertained to the oversight of the filling of the deep basement area in the northwest corner of the property (which will underlie a portion of the new northside parking lot area). When we became involved in the project, most of foundation concrete from the old hotel had already been removed, crushed, and used to re-fill the foundation areas in the southern half of the site (which is the area of the new hotel building). The information in this report regarding the former locations of the old utility tunnels/corridors, southside basement area, and swimming pool is largely from conversations with Sime Construction. This information is presented on Figure 5 as well as shown other figures and site photos at the back of the report. As discussed in a later report section, it will be important to strip off the surface layer of crushed concrete fill (from the new building footprint area) in order to expose the deeper areas of the fill (in the excavations for foundation walls, utility tunnels, and basements). CITY BUILDING PERMIT RESTRICTION In April 2018, the City of Bozeman placed a building permit restriction on the property that stated all old crushed concrete fill material must be removed and replaced from under the new building location and that this work must be completed in accordance with the project geotechnical report. A copy of the recorded “Notice of Building Permit Restriction” is attached at the back of the report. Later in this report are our recommendations for identifying/over-excavating/removing all the old crushed concrete fill down to native soils and replacing it with imported, 3”-minus granular structural fill. It should be made clear that the only area where crushed concrete fill must be fully removed and replaced is under the foundation footprint area of the new building (in the south half of the property). The old concrete fill can remain in place for subgrade support under new asphalt and exterior concrete areas. SUMMARY OF CONDITIONS AND RECOMMENDATIONS The native soil conditions in the project area consist of a thick layer of silt/clay that overlies sandy gravel beginning at depths of 16.0 to 18.0 feet. The silt/clay ranges from medium stiff to stiff and moist to very Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 4 moist. In general, the uppermost 3.0 to 6.0 feet of silt/clay is drier. With increasing depth, it becomes more moist. The site is underlain by a deep groundwater table. In November 2021 during our on-site explorations, the water level was at 26.7 to 28.5 feet. Up until 2018, the site contained a large hotel building and associated asphalt and concrete parking lot areas. In 2018, the building was demolished and the foundation concrete was removed. To save money at the time, the concrete was crushed on-site and used to re-fill the foundation excavations and level the site. The thickness of the crushed concrete fill ranges from 1.0 to 5.0 feet in most areas. There were three deeper areas that were re-filled. These include the southside basement, which has a fill thickness of 8.0 to 9.0 feet; the west side pool area, which has a fill thickness of 4.0 to 7.0 feet; and the northwest side basement, which has a fill thickness of 10.0 to 12.0 feet. The only deeper area that will lie within the foundation footprint area of the new building will be the southside basement. The old asphalt and concrete parking lot areas on the southeast and northeast sides of the site remain in-place. One of the two bigger issues at the site is the presence of the old crushed concrete fill material. This material is not suitable for foundation bearing of the new building and must be fully removed/replaced from under the foundation footprint area of the new building (under all footing and interior slab areas). This is a requirement by AESI and a mandate by the City of Bozeman. In large areas of the building, the fill thickness will be 12 to 18 inches. In the old perimeter footing/foundation wall and interior utility tunnel/corridor areas, the fill thickness will be 4.0 to 5.0 feet. In the old southside basement area, the fill thickness will be 8.0 to 9.0 feet. All old concrete fill must be removed down to native silt/clay soils and re-filled with compacted, 3”-minus sandy gravel granular structural fill (under the new building). All fill removal/replacement must be 100% complete before the start of foundation earthwork and rammed aggregate pier installation. Note: All existing concrete fill materials can remain in place (below design subgrade elevations) under all asphalt pavement and exterior concrete areas. This material outside the new building area does not need be fully removed/replaced down to native soils. The other big issue that the site revolves around foundation bearing and the depth to the native sandy gravel. The silt/clay is unsuitable for bearing; while the sandy gravel at 16.0 to 18.0 feet is the “target” bearing material. Given the depth to gravel, foundation over-excavation and structural fill replacement will not be a cost-effective option for foundation support. Helical piers (extending down to native gravel) and grade beam footings are an option, but here again, likely not the most cost advantageous. In our opinion, the site conditions (which include medium stiff to stiff, silt/clay soils and deep ground- water) are ideal for “ground improvement” under all footings with rammed aggregate piers. For this project site, we are recommending rammed aggregate piers be installed under all perimeter, interior, and exterior footings. The “target” bearing stratum for the piers is the sandy gravel at 16.0 to 18.0 feet. All piers must be designed to penetrate/extend/bear a minimum of 2.0-foot down into the “target” gravel. Shorter rammed aggregate pier systems that are designed to “float” in the silt/clay and end bear above the “target” bearing gravel stratum will not be accepted/approved. All footings shall be Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 5 underlain by a 12-inch thick layer of granular structural fill (load transfer platform). The interior slab of the building shall be underlain by an 24-inch gravel section consisting of an upper 6-inch layer of clean crushed rock and a lower 18-inch section of granular structural fill. Within this report, three different sections for exterior concrete are presented. These include a light- duty section for sidewalks located away from the building, a medium-duty section for sidewalks next to the building and at doorways, and a heavy-duty section for concrete slabs subjected to vehicle traffic. The gravel thicknesses under these three sections are 6 inches, 12 inches, and 18 inches, respectively. A single pavement section has been provided for all asphalt areas. This is a 24-inch thick, medium-duty section that is suitable for local city streets and commercial projects. The section consists of 3 inches of asphalt over 6 inches of base gravel over 15 inches of sub-base gravel over woven fabric over compacted and stable subgrade soils. As a construction option, the 15-inch sub-base section can consist of 50% crushed concrete that is salvaged from the site. The requirements for using crushed concrete as part of the sub-base is that the material must be excavated and infused/mixed/blended with 50% new gravel. To provide adequate binder in the mix and allow for better blending and compaction, the new gravel should be 3”-minus sandy gravel or 1.5”-minus roadmix gravel (and not standard 6”-minus sub-base). Note: The re-use of crushed concrete materials will involve work to thoroughly mix/blend the materials, but it will save 7.5 inches of imported sub-base gravel. A downside of this option is the requirement to use smaller and more expensive gravel for the sub-base layer. DESIGN REQUIREMENTS Provided below are four design requirements for this project: • Geotechncial Report included in Bid Documents: This geotechnical report should be included in the bidding documents and made part of the project specifications. All bidding contractors need to be informed of the site conditions and geotechnical recommendations. • Review of Rammed Aggregate Pier Specifications: AESI requests to opportunity to review the Structural Engineer’s specifications and foundation details for the rammed aggregate piers and be able to provide comments/modifications to language and content. • Rammed Aggregate Piers Need to Extend 2.0-foot (min.) into Native Gravel: Even though rammed aggregate pier ground improvement systems can be designed as shorter elements to “float” above deeper bearing stratums, our recommendation on this project is to require that all rammed aggregate piers extend a minimum of 2.0-foot into “target” bearing sandy gravel. This is clearly stated in this report and clearly needs to be stated in the pier specifications in multiple locations. The “target” bearing stratum for all rammed aggregate piers is the sandy gravel at 16.0 to 18.0 feet. We recommend it be stated in the specifications that no pier design will be accepted that does not include extending all piers at least 2.0-foot into the “target” gravel. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 6 • Polyethylene Encasement Around DIP Water and Fire Services: Based on the silt/clay soils and their low resistivity values, we recommend that all DIP water and fire services be wrapped in polyethylene encasement. It should be specified on the plans that polywrap is required. SITE LOCATION AND EXISTING CONDITIONS The project site is the former site of the City Center Hotel, which was located on the northwest corner of W. Main Street and N. 5th Avenue and encompasses about 1.6 acres. The site is bounded by the above streets along the south and east sides as well as by W. Mendenhall Street on the north and the World Boards building on the southwest and a parking lot on the northwest. The site is across Main Street and to the northwest of the old Wilson School and east of the Conoco gas station, which lies on the corner of N. 7th Avenue. The address of the property is 507 W. Main Street. The legal description for the site is the SE1/4, NE1/4 of Section 12, T2S, R5E, Gallatin County; and the latitude/longitudinal coordinates (near center of property) are 45.679841°N and -111.044382°W. See Figures 1, 2, 3, 4, and 5 (attached) for site location maps and Google Earth aerial images showing the site prior to 2018 and after the 2018 demolition of the old building. Figure 2 shows the existing condition of the site. Throughout the old building foundation footprint area, crushed concrete fill has been placed and spread to re-fill and level the property. On the northeast side of the old building area is a small concrete parking lot. The southeast side of the site was the old main access to the site as well as a small parking lot. This area is covered by a thin layer of asphalt surfacing. Based on BH-1, which was drilled in the northeast part of this area, in some parts of the parking lot the asphalt surfacing is underlain by about an 8-inch concrete parking lot slab. PROJECT IMPROVEMENTS As we understand it, the new Main Street Hotel will be a four-story structure that will be positioned in the south (front) half of the lot and will lie up against the Main Street corridor. The building will have a U-shaped orientation that faces up (opens to the north). The middle of the “U” shape will be used by guest traffic during check-in/check-out activities as well as contain handicap parking stalls. The north (back) half of the site will be used for vehicle access from N. 5th Avenue and a large parking lot. See Figures 3 and 4 for site plans for the new hotel. The site plan on Figure 4 is the most current, but it is not the final site plan. As stated previously, minor modifications to this site plan have likely occurred over the last couple of months during final design. Note: One of the purposes of Figure 3 is to show the location of the new hotel in relation to the former hotel building. The blue shading shows the proposed shape of the new hotel while the red shading is the approximate footprint area of the old City Center Hotel. It is our understanding that the new hotel will be underlain by a concrete slab-on-grade and supported on a conventional shallow foundation system consisting of perimeter footings/frost walls and an array of interior strip and pad footings. We were informed that no basement areas are being planned under any Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 7 parts of the building nor will any portions of the building be underlain by crawl space foundations. Most likely, some area on the main floor will contain a swimming pool. As discussed throughout this report, the site’s soil and groundwater conditions will allow for the building to be designed/supported on a shallow, conventional foundation consisting of perimeter footings/frost walls and interior/exterior footings. Since the “target” bearing, native sandy gravel underlies the site at depths of 16 to 18 feet, we are recommending that the building be supported on a ground improvement system/network of rammed aggregate piers under all footings. All piers must penetrate down into the sandy gravel, which is the “target” bearing stratum. NEW BUILDING LOCATION VS. OLD BUILDING LOCATION The new hotel building will lie in the south half of the site and will overlie a portion of the old building. The biggest area of building “overlap” will occur in the west half; while a smaller area will occur in the northeast part of the building. See Figures 3 and 5 for color-coded site plans showing the foundation footprint areas of the new and old buildings. FOUNDATION CONFIGURATION OF OLD BUILDING Based on our knowledge of the old hotel and conversations with Sime Construction, the old hotel was largely underlain by a slab-on-grade foundation with perimeter footings/frost walls. There were three deeper parts of the foundation. These included a small southside basement area, the large basement in the northwest corner, and a swimming pool along the west-central side. In addition to the basements and swimming pool, there were two utility tunnels/corridors that were orientated north-south and east- west through the building. See Figure 5 for a color-coded site plan that shows these areas. The “yellow” shows the slab-on-grade area, the “pink” shows the southside basement, the “green” shows the north- west side basement, the “blue” shows the swimming pool, and the “orange” shows perimeter footings and foundation walls and interior utility tunnels/corridors. According to Sime, all of the old foundation concrete (including slabs, basement slabs, footings, walls, basement walls, and utility tunnels) were removed in 2018. All of these areas were backfilled/re-filled with crushed concrete fill materials. As we understand it, the only part of the foundation that was not removed was the west side perimeter foundation wall and footing. This was not removed so as to save and preserve the existing parking lot on the west side of the building. The foundation excavation and fill depths (during the 2018 demolition work) ranged from 1.0 to 12.0 feet and are shown on Figure 5. The approximate fill thickness for the different foundation areas and elements area as follows. • For the slab-on-grade area (yellow), the fill is expected to be 12 to 18 inches thick. • For the southside basement area (pink), the fill is expected to be 8.0 to 9.0 feet thick. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 8 • For the northwest side basement area (green), the fill is expected to be 10.0 to 12.0 thick. • For the swimming pool area (blue), the fill is expected to be 4.0 to 7.0 feet thick. • For the perimeter footings/walls (orange), the fill is expected to be 4.0 to 5.0 feet thick. • For the utility tunnels/corridors (orange), the fill is expected to be 4.0 to 5.0 feet thick. EXPLORATIONS, TESTING, AND SUBSURFACE CONDITIONS Subsurface Explorations Subsurface conditions were investigated on the project site on November 23 and 24, 2021 by Lee Evans, a professional geotechnical engineer with Allied Engineering. Our work included the drilling of five, deep boreholes, which are identified as BH-1 through BH-5, with a hollow stem, drilling rig provided by O’Keefe Drilling of Butte, MT. Four of the borings were positioned in the foundation footprint area of the proposed hotel building (in the south half of the property). Boreholes 1 and 2 were located in the northeast and east-central parts of the building site; while boreholes 3 and 4 were located in the west- central and northwest parts of the building site. All of the borings extended to a depth of about 30 feet. A fifth borehole was drilled on the north side of the property near W. Mendenhall St. This boring was a little shallower and extended to about 20 feet. See Figures 1, 2, 3, and 4 for aerial photos and site maps showing the approximate borehole locations. During the explorations, soil and groundwater conditions were visually characterized, measured, and logged. The relative densities of the soils were estimated based on the ease/difficulty of drilling, rate of augur advancement, and standard penetration tests (blow counts). SPT density data and soil samples were collected from all boreholes at intervals of 2.0 to 3.0 feet. Our borehole logs are attached. Each log provides pertinent field information, such as soil depths, thicknesses, and descriptions, groundwater measurements (at the time of exploration), relative density data, soil sample information, and an illustration of the soil stratigraphy. Please be aware the detail provided on the logs cannot be accurately summarized in a paragraph; therefore, it is very important to review the logs in conjunction with the report. Following completion of the fieldwork, the borings were fully backfilled, staked with identifying lath, and cleaned up to the best extent possible. Laboratory Testing Several soil samples were collected from each borehole. These included sack samples at 2.0 to 3.0-foot intervals (during SPT data collection) and composite bulk samples of silt/clay from the upper 2.0 to 8.0- foot zone (which is the expected depth range for most site and foundation earthwork). The composites from BH-1 through BH-5 were identified as Composite A, B, C, D, and E, respectively. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 9 Note: Due to the presence of 8.5 feet of crushed concrete fill material in BH-3, the Composite C sample of silt/clay was not obtained. All sack samples of silt/clay (down to depths of 16 to 18 feet) were tested for natural moisture content in the AESI soils laboratory to illustrate the general increase in moisture content with depth. Three of the bulk composite samples (from BH-1, BH-4, and BH-5) were submitted to Pioneer Technical Services for atterberg limit, standard proctor, and soil corrosivity testing. All laboratory tests were performed in accordance with standard ASTM procedures. All of the testing results are shown on the appropriate borehole logs. In addition, the testing report/results from Pioneer Technical Services are attached. Provided in Tables 1, 2, and 3 (below and on the following page) is a summary of the testing results for atterberg limits, standard proctors, and soil corrosivity. Table 1. Lab Testing Results – Atterberg Limits SAMPLE NO. SAMPLE DEPTH SOIL TYPE LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SOIL SYMBOL Comp. A 2.0’ - 8.0’ Sandy Silt/Clay 39.0 % 19.0 % 20.0 % CL (Lean Clay) Comp. D 2.0’ - 8.0’ Sandy Silt/Clay 37.0 % 19.0 % 18.0 % CL (Lean Clay) Comp. E 2.0’ - 8.0’ Sandy Silt/Clay 37.0 % 18.0 % 19.0 % CL (Lean Clay) Notes: 1) Composite A was obtained from BH-1, located in the NE part of the building site. 2) Composite D was obtained from BH-4, located in the NW part of the building site. 3) Composite E was obtained from BH-5, located on the north side of the property. 4) All results indicate the soils are a low to medium plasticity sandy silt/sandy lean clay and not an expansive soil. Table 2. Lab Testing Results – Standard Proctor SAMPLE NO. SAMPLE DEPTH SOIL TYPE MAXIMUM DRY DENSITY OPTIMUM MOISTURE Comp. A 2.0’ - 8.0’ Sandy Silt/Clay 106.9 pcf 18.8 % Comp. D 2.0’ - 8.0’ Sandy Silt/Clay 108.9 pcf 18.4 % Comp. E 2.0’ - 8.0’ Sandy Silt/Clay 107.6 pcf 17.1 % Notes: 1) Composite A was obtained from BH-1, located in the NE part of the building site. 2) Composite D was obtained from BH-4, located in the NW part of the building site. 3) Composite E was obtained from BH-5, located on the north side of the property. 4) In general, the soils within a depth of 2.0’ to 8.0’ had natural moisture contents of 20% to 24%. 5) With increasing depth, the natural moisture contents were similar but generally increased. 6) Only the driest silt/clay soils should be re-used for exterior foundation wall backfill. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 10 Table 3. Lab Testing Results – Soil Corrosivity SAMPLE NO. SAMPLE DEPTH SOIL TYPE pH MARBLE pH CONDUCTIVITY (mmhos/cm3) RESISTIVITY (ohm-cm) SOLUBLE SULFATE Comp. A 2.0’ - 8.0’ Silt/Clay 8.21 8.54 0.15 1500 0.0046 % Comp. D 2.0’ - 8.0’ Silt/Clay 8.29 8.32 0.18 800 0.0315 % Comp. E 2.0’ - 8.0’ Silt/Clay 8.25 8.24 0.14 1600 0.0049 % Notes: 1) Composite A was obtained from BH-1, located in the NE part of the building site. 2) Composite D was obtained from BH-4, located in the NW part of the building site. 3) Composite E was obtained from BH-5, located on the north side of the property. 4) Resistivity < 500 ohm-cm is considered to have severe corrosion potential to non-galvanized metal objects. 5) Soluble sulfate < 0.20 % is considered to be non-corrosive to standard concrete. Soil Conditions As expected, the site is underlain by a thick layer of native silt/clay that extends to depths of 16 to 18 feet before overlying native sandy gravel. The sandy gravel began at this depth range and extended to the bottom of the borings at about 30 feet. In this area of Bozeman, the gravel materials likely extend to depths of 50 to 100 feet and overlie, weathered Tertiary bedrock soils. In all borings, the silt/clay was in a medium stiff to stiff condition. With increasing depth, these soils ranged from slightly moist to moist to very moist. Based on standard proctor testing, most of these soils have a natural moisture content that is above optimum for compaction. The driest soils were generally in the uppermost 3.0 to 6.0 feet of the ground surface. Due to foundation settlement risks, the silt/clay is an unsuitable bearing material without “ground improvement” with rammed aggregate piers. The sandy gravel at a depth of 16 to 18 feet is a “clean” mix of sands, gravels, and cobbles. This material is the “target” bearing material for foundation support. As per our recommendations, the sandy gravel is the “target” bearing stratum for all rammed aggregate piers and all piers must be designed/installed to penetrate into the sandy gravel. Given the site was developed in the past, the near surface soil conditions that overlie the native silt/clay are variable with respect to composition and thickness. Within the old foundation footprint area of the building (in the area of the new building), the depth of crushed concrete fill material ranges from 1.0 to about 8.5 feet. In most areas, the fill thickness is expected to be about 12 to 18 inches. However, in the perimeter foundation wall and utility tunnel areas, the fill thickness will be up to 4.0 to 5.0 feet; and in the basement area it will be 8.0 to 9.0 feet. Two borings were drilled within the existing southeast side parking lot area. At these locations, asphalt surfacing (1” to 2”), a concrete slab (8”), and base course gravel (3” to 12”) were found to depths of 1.0 to 1.2 feet. The northeast side of the site contains an existing concrete parking lot area. We expect the slab will be about 6 to 8 inches thick and be underlain by some base course gravel. The only boring where topsoil was encountered was in BH-5 on the very north side. At this location, 1.0-foot of topsoil was found to overlie about 1.0-foot of site fill material. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 11 See Figures 1, 2, 3, and 4 for aerial photos and site maps that show the approximate locations of the boreholes. In addition to the borings, Figures 3 and 4 list the depth to gravel and depth groundwater, respectively, that was found and measured at each of the five borehole locations. The purpose of these maps is to show a snapshot of the gravel and groundwater depths across the site. Provided in Table 4 is a summary of the soil conditions observed in BH-1 through BH-5. This terminology matches the attached borehole logs. Table 4. Summary of Soil Conditions in Boreholes 1 through 5 BH # BH LOCATION NATIVE TOPSOIL SURFACE MATERIALS CRUSHED CONC. FILL NATIVE SILT/CLAY NATIVE SANDY GRAVEL 1 NE Part of Building Site -------- 0.0’ - 1.0’ -------- 1.0’ - 16.0’ 16.0’ - 30.4’ 2 East-Central Part of Bldg Site -------- 0.0’ - 1.2’ -------- 1.2’ - 18.0’ 18.0’ - 29.9’ 3 West-Central Part of Bldg Site -------- -------- 0.0’ - 8.5’ 8.5’ - 16.0’ 16.0’ - 29.7’ 4 NW Part of Building Site -------- -------- 0.0’ - 1.0’ 1.0’ - 17.0’ 17.0’ - 30.5’ 5 North Side of Property 0.0’ - 1.0’ 1.0’ - 2.0’ (*) -------- 2.0’ - 17.5’ 17.5’ - 20.5’ Notes: 1) All soil measurements are depths below existing ground. 2) In BH-1, the surface materials consist of asphalt (1”), concrete parking lot slab (8”), and base course gravel (3”). 3) In BH-2, the surface materials consist of asphalt (2”) and base course gravel (12”). 4) In BH-3, the upper 4.0 feet of crushed concrete fill (from 0.0’ - 4.0’) was crushed concrete w/ little mixed in soils. 5) In BH-3, the lower 4.5 feet of crushed concrete fill (from 4.0’ - 8.5’) was random soil fill w/ crushed concrete. 6) In BH-4, all of the crushed concrete fill (from 0.0’ - 1.0’) was crushed concrete w/ little mixed in soils. 7) (*) In BH-5, about 1.0’ of site fill (silt/clay w/ gravels) was found under the topsoil from 1.0’ - 2.0’. 8) The silt/clay consists of slightly moist to very moist, brown/tan to orangish brown, sandy silt to sandy lean clay. 9) The sandy gravel consists of slightly moist, “clean”, cobbly sandy gravel with abundant gravels and cobbles. 10) The “target” bearing material for all footings is the native sandy gravel at depths of 16.0’ to 18.0’. 11) The native sandy gravel is defined as the “target” bearing stratum for all rammed aggregate piers under footings. Groundwater Conditions During our borehole explorations in late November, the groundwater depth was 26.7 to 28.5 feet below the existing ground surface. These groundwater depths range from 9.0 to 12.0 feet below the top of the native sandy gravel (which underlies the site at depths of 16 to 18 feet). Since seasonal groundwater fluctuations (between the spring and winter seasons) are typically on the order of 2.0 to 3.0 feet in many areas around Bozeman, groundwater levels will remain well below the top of sandy gravel year round. As stated in the preceding report section, see Figure 4 for an exhibit that shows the groundwater depths that were measured in the five borings in late November. Provided in Table 5 (on following page) is a summary of the groundwater conditions observed in BH-1 through BH-5. Also included in the table is the groundwater depth relative to the top of the native sandy gravel. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 12 Table 5. Summary of Groundwater Conditions in Boreholes 1 through 5 (November 2021) BH # BH LOCATION GROUNDWATER DEPTH GW DEPTH RELATIVE TO TOP OF NATIVE SANDY GRAVEL 1 NE Part of Building Site 26.7’ 10.7’ below top of gravel 2 East-Central Part of Bldg Site 27.3’ 9.3’ below top of gravel 3 West Central Part of Bldg Site 28.5’ 12.5’ below top of gravel 4 NW Part of Building Site 27.9’ 10.9’ below top of gravel 5 North Side of Property Dry @ 20.5' > 3.0’ below top of gravel Notes: 1) All groundwater measurements are depths below existing ground. 2) Groundwater measurements were obtained on 11/23/21 and 11/24/21. GEOTECHNICAL ISSUES As stated at the onset of this report, the two biggest geotechnical issues include the crushed concrete fill material that has been placed in some parts of the new building foundation footprint area and the deep depth to “target” foundation bearing sandy gravel. In addition to these, another minor issue pertains to the design of the underground stormwater retention system (due to the slow percolating silt/clay soils and the deep depth to free-draining sandy gravel). These three issues are summarized below: • Crushed Concrete Fill Removal and Replacement: The crushed concrete fill that was placed at the site during the demolition work in 2018 is an unsuitable bearing material for foundation support. Our recommendations as well as the City’s building permit restriction state that all old fill material must be fully removed and replaced from under the new building area prior to the start of foundation earthwork and construction. Concrete fill areas outside of the new building can remain in place and will provide adequate subgrade support for new asphalt pavements and exterior concrete slab areas. • Deep Gravel Depth: The depth to native sandy gravel ranges from 16.0 to 18.0 feet. The gravel is identified as the “target” bearing material for foundation support. It is also defined as the “target” bearing stratum for the penetration/support of all rammed aggregate pier elements. Due to deep gravel depth, mass foundation over-excavation/granular structural replacement is not an economical option. Most likely, deep helical piers and grade beam foundations will not be economical as well. The site conditions are ideal for the use of rammed aggregate piers for “ground improvement” of the native silt/clay soils under all footings. For this reason, we are recommending the building foundation be designed as a conventional foundation that bears on ground-improved soils with rammed aggregate piers. • Slow Percolation Rate of Silt/Clay: As we understand it, the project will include an underground stormwater system that is located on the far north side of the site in the area of BH-5. At this location, the silt/clay extends to about 17.5 feet. The silt/clays that underlie the site will have Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 13 slow percolation/infiltration rates resulting in the need for an enlarged storage system footprint and volume. Later in the report, we have provided two options/considerations for reducing the size of the system by establishing a “hydraulic connection” to the deeper, native sandy gravel. These include over-excavating to native gravel and replacing the material under the system with clean crushed rock and/or over-sized cobbles, or perhaps using the rammed aggregate pier drilling equipment that will be on site to pepper the bottom of the footprint area with drilled holes extending to native gravel that can be re-filled with columns of clean crushed rock. CRUSHED CONCRETE FILL REMOVAL RECOMMENDATIONS Existing Crushed Concrete Fill Areas of the new building foundation footprint are underlain by old crushed concrete fill material that was placed in 2018. Per our recommendations and the City’s building permit restriction, all of the old fill must be fully removed and replaced from under the new building (including all footing and interior slab areas). See Figure 5 for the locations and thickness of the expected fill materials. This excavation and fill work must be 100% completed before any foundation earthwork, rammed aggregate pier installation, or foundation construction. Crushed Concrete Fill Thickness The old foundation elements that will underlie the new building footprint will include the slab-on-grade area, the southside basement area, perimeter footing/foundation wall areas, and sections of the interior utility tunnels/corridors. The expected fill thickness in the slab-on-grade area (yellow) is 12 to 18 inches. The expected fill thickness in the basement area (pink) is 8.0 to 9.0 feet. The expected fill thickness in the perimeter footings/walls and utility tunnels/corridors is 4.0 to 5.0 feet. Most of the fill will be found in the west half of the building, while a small area of fill will exist in the northeast part of the building. Crushed Concrete Fill Excavation All old concrete fill must be identified and removed from under the new building. We first recommend stripping off the surface layer of fill material down to native silt/clay subgrade. At this depth, it should be very apparent where the deeper concrete filled, trench and basement excavations are. The outline of the old excavations should “stand out” in the brown, silt/clay subgrade soils. Once all the deeper areas are found, they will need to be re-excavated to their full depth and area. The bottom of all these excavations must expose native silt/clay subgrade. See Figure 6 for a cross section of what the concrete fill removal excavation will look like. Crushed Concrete Fill Replacement Following excavation and removal of the old crushed concrete fill material, the native silt/clay subgrade at the bottom of the excavations must be re-compacted to a dense and unyielding condition. All of the Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 14 replacement material must consist of 3”-minus sandy gravel granular structural fill. This gravel material must be placed in thin/level lifts and be compacted to 97% of maximum dry density. We recommend using a mid-sized to large, smooth drum roller for the compaction. Note: The minimum design section under the new interior slab area of the building is a 24-inch gravel section consisting of 18 inches of granular structural fill capped by 6 inches of clean crushed rock. This section may require more excavation/stripping under the slab area to ensure that the minimum gravel section is properly placed. Depending on finish floor elevation and the depth of the crushed concrete fill stripping, more than 18 inches of structural fill may need to be placed. In the old perimeter footing and foundation wall, utility tunnel, and basement areas, 4.0 to 9.0 feet of gravel fill need to be placed to re- fill the excavation areas. GENERAL CONSTRUCTION RECOMMENDATIONS Crushed Concrete Fill Removal and Replacement Detailed recommendations pertaining to the removal and replacement of crushed concrete fill material are presented in the preceding report section. Per our recommendations and the City’s building permit restriction, all old fill material must be fully removed and replaced within the foundation footprint area of the new hotel building. Demolition of Asphalt and Concrete Parking Lot Areas The southeast and northeast sides of the site contain existing asphalt and concrete-covered, parking lot areas. In the southeast area, two inches of asphalt was found in one boring; while in the other boring, one-inch of asphalt surfacing was found to overlie 8 inches of concrete. No borings were drilled in the northeast area. Most likely, the concrete thickness in this part of the site ranges from 6 to 8 inches. As part of this re-development project, all of the existing asphalt and concrete materials will be demoed and removed from the site. Topsoil Stripping and Re-Use Due to the developed condition of the site, most topsoil has already been stripped from the site. The only boring where topsoil was found was in BH-5 on the far north side of the property. Based on this, we do not expect that much topsoil will be stripped and generated as part of the site work. As a general rule, all topsoil must be completely removed from within the building foundation footprint area and from under all exterior concrete slab and asphalt pavement areas. Final site grading (in landscape areas) and the reclamation of disturbed construction areas are the only recommended uses of this material. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 15 Groundwater Dewatering Due to groundwater depths of 26.7 to 28.5 feet, no dewatering will be required for this project. Since the water levels are well below the top of the “target” bearing sandy gravel, the groundwater conditions will not present any issues during rammed aggregate pier installation. Subgrade Scarification and Drying We generally expect moist, but stiff and stable, silt/clay subgrade conditions in the upper 3.0 to 6.0 feet of the site. Since building slab and asphalt area subgrade elevations will likely be within a few feet of the ground surface in most areas, we are not anticipating any major issues with soft subgrade. If some of the subgrade soils are overly moist and on the softer side, part of the subgrade preparation under building and pavement areas may need to include some scarification and air drying. All subgrade soils must be dried out (as needed) and re-compacted to a dense and unyielding condition. Excavation and Re-Use of On-Site Soils The soils that will be excavated during foundation earthwork and site development will primarily include crushed concrete fill and native silt/clay. Very little topsoil will be excavated and the only sandy gravel that will be removed will be at the bottom of the drill holes for the rammed aggregate piers. In the northeast and southeast parts of the site, some asphalt and concrete surfacing materials and underlying base course gravel will be excavated. Provided below are the allowable re-uses of the on-site materials: • Organic topsoil materials shall only be used for final site grading in landscape areas. • None of the on-site soils shall be used for granular structural fill material under foundation areas, including footings and slabs. • For interior foundation wall backfill (under interior slabs), we recommend the exclusive use of imported granular structural fill. No on-site soils shall be used for interior backfill. • The only allowable uses for native silt/clay are for site grading and for exterior foundation wall backfill. Only the driest silt/clay that can be compacted to project specifications shall be re-used for backfill. As discussed in a later backfill section of the report, we are recommending a thicker gravel section under exterior slabs that abut the foundation walls. • Provided the crushed concrete fill material (that is excavated across the site) consists entirely of 6”-minus concrete fragments (with no random/foreign construction debris), it can be re-used as 50% of the 15-inch thick, sub-base gravel section under asphalt pavement areas. To ensure the proper compaction of this material, we recommend it be blended/mixed with 50% new gravel. The new gravel can consist of 3”-minus sandy gravel or 1.5”-minus roadmix gravel. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 16 STRUCTURAL DESIGN PARAMETERS AND CONSIDERATIONS Foundation Design We understand the building will be underlain by a concrete slab-on-grade. We recommend designing the foundation as a shallow, conventional foundation consisting of perimeter footings and foundation frost walls and interior and exterior footings. This foundation design will require the use of “ground improvement” with rammed aggregate piers under all footing elements to improve the bearing capacity of the native silt/clay soils. Due to the deep gravel depth, the only other option for foundation support is a deep, helical-pier supported foundation with thickened and heavily reinforced, grade beam footings. Due the higher foundation costs for helical piers and thicker footings, we do not expect that this option will be selected. Foundation Improvement The site conditions (medium stiff to stiff silt/clay and deep groundwater table) are ideal for the use of “ground improvement” with rammed aggregate piers. The silt/clay is unsuitable for foundation bearing without RAP ground improvement. We recommend that all perimeter, interior, and exterior footings be underlain by rammed aggregate piers that penetrate into the “target” bearing sandy gravel at depths of 16 to 18 feet. Seismic Design Factors A main requirement of the Structural Engineer’s seismic analysis will be a determination of the site class. Based on our on-site explorations and knowledge of the underlying geology, the site class for the project site will be Site Class D (as per criteria presented in the 2021 IBC). This site class designation is valid as long as our foundation recommendations are followed. To obtain site-specific seismic loading and response spectrum parameters, a web-based application from the USGS Earthquake Hazards Program can be used. The link to their web page is as follows: https://earthquake.usgs.gov/hazards/designmaps/. Upon entering this page, there are links to three third- party interfaces that can be used to obtain the seismic information. The user needs to enter the design code reference document, site soil classification, risk category, site latitude, and site longitude. Foundation Bearing Pressure (for Rammed Aggregate Piers) As long as our rammed aggregate pier (RAP) and foundation excavation/support recommendations are followed (as presented later in the report), the allowable bearing pressure for all perimeter, interior, and exterior footings and any other foundation component is 4,000 pounds per square foot (psf). Allowable bearing pressures from transient loading (due to wind or seismic forces) may be increased by 50%. We estimate that the above-referenced bearing pressure will result in total settlements of one inch or less, with only minor differential settlements. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 17 Note: The rammed aggregate pier system needs to be designed for a bearing pressure of 4,000 psf. RAP Tip Elevation and Bearing Conditions (for Rammed Aggregate Piers) It is a requirement on this project that all rammed aggregate piers penetrate/extend a minimum of 2.0- foot into the “target” bearing sandy gravel, which underlies the site at depths of 16.0 to 18.0 feet. The sandy gravel is defined as the “target” bearing stratum for all piers. Even though it is common for rammed aggregate pier ground improvement systems to be designed for shorter lengths/depths and to bear/“float” in soils above deeper bearing strata, we recommend on this project that all piers bear into the “target” sandy gravel. The sandy gravel is not overly deep and by bearing the piers in the gravels, the bottom of pier settlement potential will be minimal. All elements of the pier ground improvement system must penetrate into the gravel. Designing a pier improvement system with shorter length piers that “float” and end bear in the overlying silt/clay soils will not be allowed or accepted. RAP Stiffness Modulus (for Rammed Aggregate Piers) The recommended minimum RAP stiffness modulus is 200 pounds per square inch, per inch (pci). This design value must be confirmed in the field with a full-scale modulus test on a test pier at the on-set of pier installation. RAP Total Settlement (for Rammed Aggregate Piers) The rammed aggregate pier ground improvement system shall be designed for a total settlement under footings of 1.0” or less. RAP Differential Settlement (for Rammed Aggregate Piers) The rammed aggregate pier ground improvement system shall be designed for a differential settlement under footings of 0.5” or less. RAP Lateral Resistance (for Rammed Aggregate Piers) Rammed aggregate piers have no lateral resistance. The building’s lateral capacity must be provided by friction under the footing and lateral earth pressures against the perimeter foundation walls. Lateral Earth Pressures All foundation walls that will be fixed at the top prior to the placement of backfill should be designed for an “at rest” equivalent fluid pressure of 60 pounds per cubic foot (pcf). Cantilevered retaining walls may be designed for a lower, “active” equivalent fluid pressure of 45 pcf, provided either some slight outward rotation of the wall is acceptable upon backfilling or the wall is constructed in such a way that accommodates the expected rotation. These “at rest” and “active” design values are only applicable for Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 18 walls that will have backfill slopes of less than ten percent; and which will not be externally loaded by surface pressures applied above and/or behind the wall. Lateral forces from wind, earthquakes, and earth pressures on the opposite side of the structure will be resisted by passive earth pressure against the buried portion of the foundation wall and by friction at the bottom of the footing. Passive earth pressures in compacted, fine-grained backfill (silt/clay) should be assumed to have an equivalent fluid pressure of 280 pcf; while a coefficient of friction of 0.5 is estimated between cast-in-place concrete and the recommended 12-inch layer of granular structural fill (load transfer platform) required under all footings. Actual footing loads (not factored or allowable loads) should be used for calculating frictional resistance to sliding along the base of the footing. Please be aware that the friction coefficient has no built-in factor of safety; therefore, an appropriate safety factor should be selected and used in all subsequent calculations for each load case. The above-referenced, equivalent fluid pressures (for at rest, active, and passive conditions) assume that the wall will be backfilled with a suitable material that is compacted to an unyielding condition and it will lie above the groundwater table and/or be well drained; thereby, preventing the backfill from becoming saturated and the wall from experiencing hydrostatic pressure. Each of these design pressures is for static conditions and will need to be factored accordingly to represent seismic loading. We recommend that we be retained to evaluate lateral earth pressures for geometries and/or loading conditions that do not meet the previously mentioned criteria. Subgrade Reaction Modulus (under Slabs) As long as our interior slab support recommendations are followed (as presented later in the report), the subgrade reaction modulus (k) can be assumed to be 200 pounds/cubic inch (pci). This is a modified design value that uses the subgrade reaction modulus (k) of the native silt/cay and factors it (increases it) based on a minimum section thickness of imported gravel to be placed under the slab. This design value assumes the slab will be underlain by at least 24 inches of compacted gravel or crushed rock. Note: For this project, we recommend a 24-inch gravel section under the interior slab that consists of an upper 6-inch section of clean crushed rock and a lower 18-inch section of granular structural fill. Interior Slab Thickness We expect that the interior slab thickness will at least 4 inches thick. The structural design will dictate the slab thickness. Soil Corrosivity to Concrete According to Montana Department of Transportation (MDT) highway design standards, Type I-II cement is used when soil sulfate contents are less than 0.20%. However, if sulfate levels are between 0.20 and 2.00%, then Type V cement is used. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 19 Note: Three composite samples of the native silt/clay, each from the depth range of 2 to 8 feet, were submitted for lab testing. The results for Composite A, D, and E were 0.0046%, 0.0315%, and 0.0049%, respectively. Based on the results, the silt/clay soils are not corrosive to standard concrete. Note: Over the years, we have tested several samples of Bozeman-area silt/clay. All samples have come back as being non-corrosive to standard concrete as well. There is no reason to use Type V cement. Soil Corrosivity to Metal According to national soil corrosion standards (NACE Basis Corrosion Book), soils with resistivity values below 1,000 ohm-cm are termed as being moderately corrosive to bare metal objects, while values below 500 ohm-cm are considered to be very corrosive. In another reference source (Uhlig’s Corrosion Handbook), all soils with resistivity values less than 1,000 ohm-cm are defined as having very severe corrosion potential. Note: Three composite samples of the native silt/clay, each from the depth range of 2 to 8 feet, were submitted for lab testing. The results for Composite A, D, and E were 1500, 800, and 1600 ohm-cm, respectively. Based on the results, the silt/clay soils range from being “border line” to non-corrosive to bare metal objects. Given that the results are all near the 1000 to 1500 ohm-cm range, we recommend playing it safe and using polywrap encasement around the DIP water service and fire service lines. This will provide for increased corrosion protection around the water infrastructure piping. Note: Over the years, we have tested several samples of Bozeman-area silt/clay. Most of samples have come back with results that are similar to the test results above. FOUNDATION RECOMMENDATIONS General A detailed illustration showing our foundation support, ground improvement with rammed aggregate piers, earthwork, drainage, and building moisture recommendations is included as Figure 7. Foundation Design and Support • The foundation for the building can be designed as a shallow foundation consisting of perimeter footings/frost walls along with interior and exterior footings. • The silt/clays soils that extend to depths of 16.0 to 18.0 feet are unsuitable bearing materials. The “target” foundation bearing material is the cobbly sandy gravel that underlies the silt/clay. • The silt/clays soils will be suitable for foundation bearing provided they are “ground-improved" with a network of rammed aggregate piers. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 20 • The site conditions are ideal for ground improvement with rammed aggregate piers. All footings (including perimeter, interior, and exterior footings) must be underlain by rammed aggregate piers that extend/penetrate into the “target” gravel. • Rammed aggregate piers are not necessary under non-footing areas, including under standard slabs and swimming pools. • The minimum depth of cover for frost protection of perimeter and exterior footings is four feet. This dimension is measured from bottom of footing up to the final grade of the ground surface. Foundation Excavation and Sequencing • Prior to foundation excavation and earthwork, all old crushed concrete fill material must be fully removed (down to native silt/clay) and replaced (with 3”-minus granular structural fill) under the new building foundation footprint area. This includes under all new footing and slab areas. • We expect that the interior building slab area will be cut to subgrade elevation (which is at a depth of 24 inches below the bottom of the slab). Depending on the thickness of the crushed concrete fill material, more excavation may be required to remove all the concrete fill material. • Following subgrade preparation and compaction, a portion of the 18-inch granular structural fill section under the slab area may (or may not) be placed prior to the installation of the rammed aggregate piers. • The rammed aggregate piers will be installed. • The footing alignments and locations will be excavated down to depth of 1.0-foot below footing grades (thereby clipping/shaving off the upper 1.0-foot (min) of the installed piers). • The footing subgrade at a depth of 1.0-foot below footing grade shall be re-compacted to a dense and unyielding condition followed by the placement of the 12-inch granular structural fill layer (load transfer platform) to build back up to footing grades. • All footing over-excavation must be dug with a smooth-edged bucket to minimize disturbance to the silt/clay subgrade and the top of rammed aggregate piers. Rammed Aggregate Pier-Supported Footings • Refer to Figure 7 for a foundation detail showing rammed aggregate piers under footings. • Ground improvement with rammed aggregate piers is required under all perimeter, interior, and exterior footings. All piers must penetrate/extend a minimum of 2.0-foot into the “target” bearing sandy gravel at a depth of 16.0 to 18.0 feet. This is a requirement on the project. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 21 • The sandy gravel is defined as the “target” bearing stratum for the end bearing condition of all rammed aggregate piers. • As stated in an earlier section of the report, it will not be acceptable or approved to design or install a pier improvement system that “floats” or end bears in the overlying silt/clay soils. • All footings must be underlain by a 12-inch layer of compacted, granular structural fill (aka load transfer platform). The load transfer platform shall lie between the bottom of footings and the top of the pier-improved, native silt/clay subgrade. The purpose for the 12-inch thick layer of gravel under footings is to protect the silt/clay subgrade during construction and also it allows for use of the higher 0.5 friction coefficient for foundation design. • All piers shall be initially installed to a minimum height of 1.0-foot above footing grade. During foundation excavation and earthwork (and depending on sequencing), the upper 1.0 to 2.0 feet of the pier will be clipped/shaved off during footing excavation and placement of the required 1.0-foot gravel load transfer platform under all footings. • The design and layout of the rammed aggregate pier system shall be developed by the pier installation contractor (or their engineer) based on the foundation plan and loading conditions provided by the Structural Engineer. The contractor will model the geotechnical and structural site conditions and specify the locations for all piers. • Typically, rammed aggregate piers have a 24 to 30-inch drilled diameter. The dimension of the pier will be specified by the contractor on the approved rammed aggregate pier submittal. • The typical aggregate material that is used for filling the drill holes/constructing the pier is an imported, 1.5”-minus crushed (roadmix) sandy gravel. This will be specified by the contractor. • All pier locations shall be staked and laid out prior to drilling/installation of the piers. • In addition to providing a pier design that is reviewed and approved by the project’s Structural and Geotechnical Engineers, the contractor is sometimes responsible (if it is written in the spec.) for pre-construction staking of the pier locations as well as post-construction survey of the pier locations (to record/verify the installed locations and ensure that all piers were in fact installed). Based on past experience, we would recommend that it be specified in the project specifications that the contractor is responsible for pre-construction staking (rather than the Civil Engineer) and the contractor shall conduct a post-construction, field topo survey of the installed locations immediately after installation. The post-construction survey file shall be issued to the Structural Engineer so the installed pier locations can be compared to the planned pier locations to make sure all piers were installed and are in the right location. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 22 • The pier contractor is responsible for the full-time, QC inspection and daily testing, including written installation records and test results. This shall be specified in the project specifications. • The project Geotechnical Engineer will be responsible for part-time QA inspection on behalf of the Owner. The Engineer shall be provided with the contractor’s daily records and test results. • Prior to the installation of any production piers, the contractor shall drill a test pier, setup, and conduct a full-scale RAP stiffness modulus load test to confirm the minimum design modulus value of 200 pci can be achieved and that the pier design/layout is valid. The test pier location shall be drilled in the area with the worst soil conditions (ie. deepest depth to sandy gravel) and the location shall be approved by the Geotechnical Engineer. The test pier shall be constructed to the same specifications as the production piers and must extend a minimum of 2.0-foot into the “target” bearing sandy gravel. • Besides the one-time stiffness modulus test (at the on-set of pier installation), two other tests shall be conducted by the contractor on a daily basis. These include base stabilization testing (BST) and dynamic cone penetrometer testing (DCPT). The typical frequency for BST testing is the first five production piles (at on-set), followed by at least five production piers per day for the remainder of installation. The typical frequency for DCPT testing is at least 5% of the total production piers that are installed on the project. FOUNDATION WALL BACKFILL RECOMMENDATIONS Provided below are our general recommendations for interior and exterior foundation wall backfill. • For interior foundation wall backfill (under interior slab areas), all backfill must be high quality, 3”-minus granular structural fill (3”-minus sandy gravel or 1.5”-minus roadmix gravel). These materials are high strength, easy to compact, and will minimize any settlement potential under the slab. All backfill must be placed in thin lifts and be vibratory compacted to a dense and unyielding condition. We do not recommend using native silt/clay soils for any interior backfill. • Select native silt/clay soils can be used for exterior foundation wall backfill. These materials must be well compacted to prevent unwanted settlements, especially under exterior slab areas. Use only the driest material available. All backfill must be placed in lifts and be well compacted. • To prevent any exterior slab settlement or exterior slab frost heaving issues for those slabs that are adjacent to doorways, the exterior backfill in these areas is recommended to consist entirely of high quality, granular structural fill (from bottom of perimeter footing up to bottom of slab grade). A good backfill material to use under these exterior slab areas is clean crushed rock. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 23 INTERIOR SLAB RECOMMENDATIONS Provided in Table 6 is our recommendations for the design section under the entire interior slab area of the building. See Figure 7 for a typical foundation detail. Table 6. Interior Concrete Slab-On-Grade – Building Slab Area – Stable Subgrade COMPONENT COMPACTED THICKNESS (IN) Concrete Slab: See Structural Plans (4” min.) Stego 15-mil Vapor Barrier: Yes 1”-Minus Clean Crushed Rock: 6 Granular Structural Fill – 3”-Minus Gravel or 1.5”-Minus Roadmix: 18 min. (2 – 9” lifts) 315 lb. Woven Geotextile Separation Fabric (Mirafi 600X or Equal): No Stable Subgrade Soils (Less Topsoil): Compacted to 95% Crushed Concrete Fill (Removed and Replaced w/ Gran. Struct. Fill): As Needed (All Fill Must be Removed) TOTAL SECTION THICKNESS: 24 + Slab Thickness Notes: 1) We expect the interior building slab will be 4 inches thick (min). 2) Stable subgrade is required for this section that is compacted to a dense and unyielding condition. 3) If unstable subgrade exists, the soils must first be scarified and attempted to be dried out. 4) If subgrade drying is unsuccessful, the structural fill section may need to be thicken (>18 inches). 5) Assuming hard and stable subgrade can be achieved, a woven geotextile fabric is unnecessary. 6) Based on past experience, fabrics under slabs with plumbing get torn up during plumbing installation. 7) If rigid insulation board is installed under the slab, the subgrade elevation will be deeper. 8) If rigid insulation board is installed, the total section thickness will be 24” + slab thickness + insulation thickness. SWIMMING POOL RECOMMENDATIONS Provided below are our recommendations for swimming pool support and wall backfill: • Support: All new pools shall be constructed on a 2.0-foot layer of compacted gravel (similar to interior slabs) that overlies compacted subgrade. The full 2.0 feet can be granular structural fill or the upper 6 inches can be clean crushed rock. The pool designer can make the appropriate recommendation for material type. No rammed aggregate piers are required under pools. • Backfill: All new pools shall be fully backfilled with high quality, granular structural fill. EXTERIOR SLAB RECOMMENDATIONS Provided in Table 7 (on following page) is our recommendations for the design section under the light- duty, exterior slabs (including pedestrian sidewalks away from building). Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 24 Table 7. Exterior Concrete Slab (Light-Duty) – Sidewalks Away From Building – Stable Subgrade COMPONENT COMPACTED THICKNESS (IN) Concrete Slab: 4 (min.) 1”-Minus Clean Crushed Rock: 6 Granular Structural Fill – 3”-Minus Gravel or 1.5”-Minus Roadmix: No 315 lb. Woven Geotextile Separation Fabric (Mirafi 600X or Equal): No Stable Subgrade Soils (Less Topsoil) or Embankment Fill: Compacted to 95% TOTAL SECTION THICKNESS: 6 + Slab Thickness Notes: 1) We recommend this section for pedestrian sidewalks away from the building. 2) We expect pedestrian slabs will be 4 inches thick (min.). 3) Stable subgrade is required for this section. 4) If unstable subgrade exists, the soils must first be scarified and attempted to be dried out. 5) Per the CoB Standards, the minimum crushed rock section under sidewalk slabs is 3 inches. 6) We recommend increasing the minimum crushed rock section under sidewalk slabs to 6 inches. Provided in Table 8 is our recommendations for the design section under the medium-duty, exterior slabs (including pedestrian sidewalks next to the building and at all doorways. Table 8. Exterior Concrete Slab (Medium-Duty) – Sidewalks Next To Bldg./Doors – Stable Subgrade COMPONENT COMPACTED THICKNESS (IN) Concrete Slab: 4 (min.) 1”-Minus Clean Crushed Rock: 12 Granular Structural Fill – 3”-Minus Gravel or 1.5”-Minus Roadmix: No 315 lb. Woven Geotextile Separation Fabric (Mirafi 600X or Equal): No Stable Subgrade Soils (Less Topsoil) or Embankment Fill: Compacted to 95% TOTAL SECTION THICKNESS: 12 + Slab Thickness Notes: 1) We recommend this section for pedestrian sidewalks next to the building and at all doorways. 2) We expect pedestrian slabs will be 4 inches thick (min.). 3) Stable subgrade is required for this section. 4) If unstable subgrade exists, the soils must first be scarified and attempted to be dried out. 5) An option for removing all frost heaving risk next to doors is to fully backfill under slabs with granular structural fill. 6) The granular backfill material shall extend from footing grade up to the bottom of the layer of clean crushed rock. 7) In lieu of granular structural fill, the doorway slabs can be fully backfilled with clean crushed rock. Provided in Table 9 (on following page) is our recommendations for the design section under the heavy- duty, exterior slabs (including all vehicle slabs). Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 25 Table 9. Exterior Concrete Slab (Heavy-Duty) – Vehicle Slabs – Stable Subgrade COMPONENT COMPACTED THICKNESS (IN) Concrete Slab: 6 (min.) Base Course – 1.5”-Minus Crushed (Roadmix) Gravel: 6 Sub-Base Course – 6”-Minus Uncrushed Sandy (Pitrun) Gravel: 12 315 lb. Woven Geotextile Separation Fabric (Mirafi 600X or Equal): Yes Stable Subgrade Soils (Less Topsoil) or Embankment Fill: Compacted to 95% TOTAL SECTION THICKNESS: 18 + Slab Thickness Notes: 1) We recommend this section for all vehicle slabs. 2) We expect vehicle slabs will be 6 inches thick (min.). 3) Stable subgrade is required for this section. 4) If unstable subgrade exists, the soils must first be scarified and attempted to be dried out. 5) If subgrade drying is unsuccessful, the sub-base gravel section may need to be thicken (>12 inches). 6) For increased gravel section strength under vehicle slabs, a woven geotextile fabric is required. 7) In lieu of 1.5”-minus roadmix gravel, the upper 6 inches of the gravel section can consist of 1”-minus crushed rock. MOISTURE AND SUBSURFACE DRAINAGE RECOMMENDATIONS Provided below are our moisture protection and subsurface drainage recommendations for slab-on- grade foundation configurations. Note: Since the building will not contain basement or crawl space areas, no moisture or drainage- related recommendations have been provided for these foundation configurations. If the building will contain any basement or crawl space areas, we should be contacted for further guidance on this. Moisture Protection (Slab-On-Grade) • A heavy-duty vapor barrier shall underlie the entire floor area of the interior slab (directly under the slab and above the clean crushed rock layer). The purpose of the barrier is to minimize the upward migration of water vapor into the building. The vapor barrier that we exclusively recommend is a Stego 15-mil vapor barrier (which has a water vapor transmission rate of 0.006 or less as established by ASTM E 96). All seams, joints, and pipe penetrations in the vapor barrier shall be sealed with Stego wrap polyethylene tape. Also, the barrier should be secured and sealed along the perimeter foundation walls. • Typically, perimeter frost walls around at-grade slab areas are not damp-proofed (per the code). Subsurface Drainage (Slab-On-Grade) • For slab-on-grade areas (set above exterior grades), no perimeter footing drains or sub-slab drains are required. Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 26 SURFACE DRAINAGE RECOMMENDATIONS Final site grading next to the building must establish and promote positive surface water drainage away from the foundation footprint in all directions. Absolutely no water should be allowed to accumulate against or flow along any exposed wall (and thereby soak into the foundation wall backfill). Concrete or asphalt surfacing that abut the foundation should be designed with a minimum grade of two percent; while adjacent landscaped areas should have a slope of at least five percent within ten feet of the wall. Steeper side slopes than five percent (in landscape areas) are encouraged wherever possible. By doing this, any minor settlements in the foundation backfill should not negatively affect the positive drainage away from the building. To further reduce the potential for moisture infiltration along foundation walls, backfill materials should be placed in thin lifts and be well compacted, and in landscaped areas, they should be capped by four to six inches of low permeable topsoil. With the exception of the locations that will be surfaced by concrete or asphalt, finished grades (next to foundation walls) should be set no less than six inches below the top of the interior slab or below the bottom of the sill plate for framed floor applications. FOUNDATION-RELATED FILL MATERIAL RECOMMENDATIONS Provided below are specifications for the fill materials that are recommended for use during foundation earthwork construction. These include on-site excavated soils, sandy (pitrun) gravel, crushed (road mix) gravel, and clean crushed rock. Fill placement and compaction criteria follow the specifications. Excavated Foundation Soils For more information on this, please refer to an earlier section of the report that is entitled “Excavation and Re-Use of On-Site Soils”. Sandy (pitrun) Gravel Sandy (pitrun) gravel is a granular structural fill alternative for placement under footings and slabs and behind walls. This material shall be a non-plastic, well-graded, mixture of clean, sand and gravel with 100 percent of its gravels/cobbles passing a three-inch screen and between 2 and 10 percent of its silt/clay particles (by weight) finer than the No. 200 sieve. It should meet all material and gradation specifications as presented in Section 02234 of the Montana Public Works Standard Specifications (MPWSS) for 3”-minus, uncrushed, sub-base course gravel. Note: Most likely, this will be the material that is used for the granular structural fill section under slabs and footings (load transfer platform). Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 27 Crushed (road mix) Gravel Crushed (road mix) gravel is a granular structural fill alternative for placement under footings and slabs and behind walls. This material shall be a non-plastic, well-graded, mixture of clean, sand and gravel that is processed (crushed) such that 100 percent of its rock fragments pass a 1-1/2-inch screen and between 0 and 8 percent of its silt/clay particles (by weight) are finer than the No. 200 sieve. It should meet all material and gradation specifications as presented in Section 02235 of the MPWSS for 1-1/2”- minus, crushed, base course gravel. Note: This is the typical material that is used for the construction of rammed aggregate piers. Clean Crushed Rock The primary uses for crushed rock include placement under concrete slabs and behind foundation and retaining walls for drainage-related purposes. Crushed rock shall be a clean assortment of angular fragments with 100 percent passing a one-inch screen and less than 1 percent (by weight) finer than the No. 100 sieve. This aggregate product needs to be manufactured by a crushing process and over 50 percent of its particles must have fractured faces. It is not acceptable to use rock containing abundant spherical particles for foundation-related applications. Fill Placement and Compaction All fill materials should be placed in uniform, horizontal lifts and compacted to an unyielding condition. This includes clean crushed rock, which can be readily compacted by vibratory means. In general, the maximum “loose lift thickness” for all fill materials (prior to compaction) should be limited to 12 inches for large, self-propelled rollers, 6 inches for remote-controlled, dual drum rollers and walk-behind, jumping jack compactors, and 4 inches for walk-behind vibratory plate compactors. The moisture content of any material to be compacted should be within approximately two percent (+/-) of its optimum value for maximum compaction. Provided in Table 10 are compaction recommendations for general foundation applications. These are presented as a percentage of the maximum dry density of the fill material as defined in ASTM D-698. Table 10. Compaction Recommendations (Application vs. Percent Compaction) APPLICATION % COMPACTION Granular Structural Fill Under Footings and Slabs: 97 Interior Wall Backfill under Slabs (Granular Structural Fill): 97 Exterior Wall Backfill (Native Soil or Granular Structural Fill): 95 Clean Crushed Rock Under Footings/Slabs and Behind Walls: N/A (Vibration Required) Site Fill Around Building and Under Concrete and Pavement Areas: 95 Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 28 UNDERGROUND UTILITY RECOMMENDATIONS General We expect the project will include new water, fire, and sewer services (that will be connected to water and sewer mains in W. Main Street and/or N. 5th Avenue). In addition, some stormwater drainage piping and an underground stormwater system will be installed. As we understand it, the underground storm- water system will be located on the far north side of the property. We do not anticipate any water and sewer main extension work will be required. Corrosion Protection for DIP Pipe Given the 16 to 18-foot thickness of the native silt/clay, all water service and fire service piping will be installed in these soil conditions. Corrosion testing was conducted on three sample of the silt/clay. All samples had resistivity values of 800 to 1600 ohm-cm. These values do not indicate highly corrosive conditions, but they are on the lower side (with low values being more corrosive than higher values). Based on these test results, we believe that it is prudent to recommend all DIP water and fire service piping be wrapped in polyethylene encasement. It should be specified on the civil plan sheets that all DIP piping will need to be encased in polywrap. ASPHALT PAVEMENT SECTION RECOMMENDATIONS Pavement Section Design The new asphalt improvements on the project will include a new parking lot in the north half of the site, the re-construction of the alleyway (that cuts the property in half in the north-south direction), and a small U-shaped area on the north side of the hotel (for pick-up, drop-off, check-in, check-out, and a few handicapped parking stalls). The subgrade soil conditions under most pavement areas will be the native silt/clay. The northwest side of the parking lot will overlie the old northwest basement area of the former building, which was re-filled with crushed concrete fill material. As a result, the subgrade soils in this area will consist of concrete fill. Provided in Table 11 (on following page) is our recommended pavement section design for all asphalt areas. This section is a medium-duty section that is suitable for small parking lots as well as areas of heavier and more intensive traffic. This is a typical local street section in Bozeman and it has been recommended/used on many commercial projects in the past. The design section includes a 15-inch sub-base gravel section. If the contractor wants to re-use some of the crushed concrete fill material as part of the sub-base, this is allowable under one condition. If the crushed concrete material will be used, it must be thoroughly mixed/blended at a 50/50 ratio with new 3”-minus sandy gravel or 1.5”-minus roadmix gravel to create a “new mixture”. The purpose of the new gravel is to infuse better/smaller binder material into the mix and also it will permit better compaction Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 29 of the sub-base layer. Assuming the 15-inch layer will be constructed with some of the on-site crushed concrete, only about 7.5 inches of new gravel will be needed (as opposed to all 15 inches being new gravel). None of the existing crushed concrete (in the northwest part of the new parking lot) can remain in place as the sub-base section materials. It must be excavated to the subgrade elevations and then mixed/blended with the new gravel and spread/compacted as a new mix of materials. Table 11. Pavement Section Design (Medium-Duty) – All Asphalt Areas – Stable Subgrade COMPONENT COMPACTED THICKNESS (IN) Asphalt Concrete: 3 Base Course – 1.5”-Minus Crushed (Roadmix) Gravel: 6 Sub-Base Course – 6”-Minus Uncrushed Sandy (Pitrun) Gravel: 15 315 lb. Woven Geotextile Fabric (Mirafi 600X or Approved Equal): Yes Stable Subgrade Soils (Less Topsoil): Compacted to 95% TOTAL SECTION THICKNESS: 24 Notes: 1) We recommend this section for all asphalt pavement areas on the project site. 2) Stable subgrade is required for this section that is compacted to a dense and unyielding condition. 3) If unstable subgrade exists, the soils must first be scarified and attempted to be dried out. 4) If subgrade drying is unsuccessful, the sub-base gravel section may need to be thicken (>15 inches). 5) For increased gravel section strength under vehicle-loaded pavements, a woven geotextile fabric is required. 6) The 15-inch sub-base section can consist of all new gravel or 50/50 mix of new gravel and crushed concrete. 7) If crushed concrete will be used as part of the sub-base, the new gravel should be 3”-minus or 1.5”-minus. 8) If crushed concrete will be used as part of the sub-base, it must be well mixed/blended with smaller gravels. Pavement Section Materials, Placement, and Compaction The sub-base and base course materials that comprise the granular parts of the pavement section shall consist of 6-inch minus uncrushed sandy (pitrun) gravel and 1-1/2-inch minus crushed (road mix) gravel, respectively. Both gravel courses shall meet the material and gradation specifications as presented in the MPWSS, Sections 02234 and 02235. All gravels shall be placed in loose lifts not exceeding 12 inches in thickness and be compacted to at least 95 percent of the material’s maximum dry density as defined in ASTM D-698. Asphalt pavement shall meet specifications in MPWSS Section 02510 and be compacted to a minimum of 93 percent of the Rice mix density. UNDERGROUND STORMWATER SYSTEM RECOMMENDATIONS We understand that the project will include an underground stormwater system and that the system will be located on the far north side of the site under the north side parking lot area. Since silt/clay soils will be left in-place under the building (and the building will be supported on rammed aggregate pier ground improvements), this is the proper location for the underground system. It should not be located close to the building which could cause the silt/clay soils to soften (as they become wetter) and loose strength/bearing capacity. The biggest issue at the site (regarding this system) is the thickness of the Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 30 silt/clay soils and their slow infiltration/percolation rate. In the area of the proposed system, the depth to the bottom of the silt/clay and top of the sandy gravel is about 17.5 feet (in BH-5). Provided below are some general design and construction recommendations for the system as well as three options for sizing the system. • The stormwater system should be located as far away from the building as the site design will allow. The best location is on the north side of the site under the parking lot area (which is the planned location). • Since the building will be underlain by native silt/clay soils and rammed aggregate piers, it will be important to keep the stormwater system away from the building foundation footprint area. We do not want the underlying building soils being wetted by the surface water infiltration. This could soften the soils under the footings and around the piers. • All roof runoff water (or as much as possible) should be captured/routed to the underground system. Any roof water that is not collected must positively drain away from foundation walls (to prevent infiltration and wetting of the foundation soils). • The system must be well bedded in clean crushed rock per the manufacturer recommendations. The top of the system should be covered with a medium-weight, 8 oz., non-woven geotextile fabric (Mirafi 180N or equal) to prevent fines migration from the overlying backfill soils. • Option 1: One option is to design the system for the slower percolating silt/clay soils, which will result in a large system. We recommend referring to the Gallatin County Wastewater Standards for a typical percolation rate for the silt/clay. To increase the soil storage capacity under the system, we recommend over-excavating under the footprint of the system by 2.0 to 3.0 feet and placing the system on a thick section of compacted, 1”-minus clean crushed rock. For all options (Option 1, 2, and 3), we recommend the 2.0 to 3.0-foot “bedding layer” under the system. • Option 2: This option would include designing the system for the higher percolation rate of the native sandy gravel, which would likely significantly reduce the system size; but it would require a hydraulic connection from the bottom of the system down to the native gravel depth at 16.0 to 18.0 feet. This option would require mass over-excavation under the system and placement of clean crushed rock (or perhaps over-sized cobbles) from native gravel up to the bottom of the system. If over-sized cobbles are used for a portion (or all) of the replacement material, the top of the cobbles must be covered with a medium-weight, 8 oz. non-woven geotextile fabric (Mirafi 180N or equal) to prevent material loss/fines migration into the open-graded cobble. If cobbles are used, we recommend placing a 2.0 to 3.0-foot thick layer of compacted, clean crushed rock as a “bedding layer” between the bottom of the system and the top of the cobbles (same as what is recommended under Option 1). Final Geotechnical Report Main Street Hotel – Bozeman, MT Project: 21-161 March 8, 2022 Allied Engineering Services, Inc. Page 31 • Option 3: This option is more a consideration/idea for a possible hybrid system. For this option, the system could be designed for an intermediate percolation rate (between silt/clay and sandy gravel), which will result in a mid-sized system. Rather than a 100% hydraulic connection to the native gravel under the entire system footprint, this system would only be partially connected in a few areas. There are two ways to do this. Either a few areas could be trench over-excavated to gravel and replaced with clean crushed rock; or perhaps the bottom of the footprint area is peppered with drill holes (at approximate 10-foot spacing) down to gravel using the rammed aggregate pier drilling equipment. These drill holes could then be re-filled with uncompacted columns of clean crushed rock. The latter method would result in a grid pattern of crushed rock columns throughout the footprint area of the system. As stated above, this option would also include the placement of the 2.0 to 3.0-foot thick, clean crushed rock section under the system (same as Option 1). PRODUCTS Provided in Table 12 is a reference guide for all products (other than foundation-related fill material) that have been recommended within this report. Listed below is the name of the product, its intended use, and where it can be obtained. The manufacturer specification sheet for each of these products is attached at the end of the report. Table 12. Product Reference Guide PRODUCT USE SOURCE PHONE Stego 15-mil Vapor Barrier Moisture Protection Under Slab MaCon Supply – Bozeman 551-4281 Mirafi 600X Woven Fabric Road Subgrade Separation Multiple Sources – Bzn/Blgd N/A Mirafi 180N Non-Woven Fabric Underground Stormwater System Multiple Sources – Bzn/Blgd N/A Notes: 1) Use Stego 15-mil vapor barrier only. There are no approved equals for this product. 2) Stego 15-mil vapor barrier has a water transmission rate that meets national standards for vapor barriers. 3) Use Mirafi 600X woven fabric or an approved equal that meets or exceeds Mirafi 600X fabric specifications. 4) Approved equals for Mirafi 600X woven fabric are available from multiple sources in the Bzn/Blgd area. 5) Use Mirafi 180N non-woven fabric or an approved equal that meets or exceeds Mirafi 180N fabric specifications. 6) Approved equals for Mirafi 180N non-woven fabric are available from multiple sources in the Bzn/Blgd area. LIMITATIONS This report provides our geotechnical recommendations for the new Main Street Hotel project, which will be located on the northwest corner of W. Main Street and N. 5th Avenue in Bozeman, MT. Please be advised that this report is only applicable for the above-referenced property and shall not be used for other nearby project sites. Since geotechnical conditions can change in a very short distance, we always recommend that all properties be evaluated on a site-specific basis. Our recommendations are based on our investigation of the site’s surface and subsurface conditions, our knowledge of the underlying geologic conditions, and previous geotechnical engineering experience NOTICE OF BUILDING PERMIT RESTRICTIONS NOTICE IS HEREBY GIVEN to allpotentialpurchasers of realproperty locatedat 507 West Main Street,Bozeman,Montana,GallatinCounty,as defined below,thatcrushed construction debrishas been used to re-fillexistingexcavations.A geotechnicalassessment has determined thiscrushed constructiondebrisisnot suitableforthe supportof buildingfootings. THEREFORE,BE ADVISED that,thatpriorto any new sitedevelopment,a geotechnicalreport ,shallbe prepared for use during planning,design and construction,and no buildingpermits will be issuedunlessand untiltheconstructiondebrismaterialisremoved from under allfuturefooting locationsand allother specificationsprovided in the required geotechnical reportregarding -removal of thematerialhave been met. my The realpropertylocatedat 507 West Main Street,Bozeman,Montana,GallatinCounty, M isdescribedas: on TRACYS 1ST ADD,S12,TO2 S,RO5 E,BLOCK E,Lot 1 -9, PLUS E2 LOT 10 AND ALL LOTS 40-46 AND VAC ALLEY ADJ TO LOTS 3-9 &LOTS 40-46,GallatinCounty,Montana,according tothe officialsurvey on fileand of recordin the officeof the Clerk and Recorder of GallatinCounty,Montana. DATED thi _day of L,2018. Robert Risk,Bozeman Chief BuildingOfficial STATE OF MONTANA) :ss COUNTY OF GALLATIN) On the day of 0 ,2018,before me,a Notary Publicforthe Stateof Montana, personallyappeared Robert Risk,known tome tobe theperson describedinand who executed the foregoinginstrumentas Chief Building Officialof theCity of Bozeman,whose name is subscribedtothe within instrumentand acknowledged to me thathe executed the same forand on behalfof saidCity. IN WITNESS WHEREOF,I have hereunto setmy hand and affixedmy stealon the day and year ittenabove. otaryPublic the Stateof ontana (SEAL)RHEA J PAPKE My CommissionExpires: non Februaryo1,2021 Figure 7 21-161 March 2022 Main Street Hotel Foundation Detail - Slab-On-Grade (w/ Rammed Aggregate Piers) Bozeman, Montana Damp-Proofing As Required (typ.) Foundation Wall (typ.)Approved Non-Woven Filter Fabric To Encase Bedding Gravel (typ.) Interior Floor Slab (typ.)Interior Steel Column (typ.)Interior Spread Footing (typ.) 6” Of 3/4" Minus Crushed Washed Gravel Hydraulically Connected To Sub-Drain or Existing Surface Drainage (typ.) Native Topsoil andRandom Surface Fill Imported 4-Inch Minus Sandy Pitrun Gravel Native Silt/ClayImported Flowable Fill Six Inch Diameter Sub-Drain Pipe (Graded To Drain To Sump Area) Concrete SidewalkLow Permeability Soils(Landscaped Area) Legend Concrete Wall and/or Footing Low Permeable Topsoil No Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity) ALLIEDENGINEERING SERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Slope Away @ 2% In All Concrete Or Pavement Areas (typ.) Footings 6’ max. depth below existing ground Native Topsoil Native Topsoil 6” Minus Sandy (Pitrun) Gravel 4” Minus Sandy PitrunGravel (ie. Structural Fill)4’ max fill above existing ground 4' min. 4’ Max Fill Above Existing Ground 3” (min.) Thickness Will Vary Due To Depth Of Bedbrock Strata 6” (min.) 3” (min.) 8” (min.) 4.0’ (min.) 6” (min.) Of Rock Bedding To Be Placed Around Drain Piping (typ.) Under-Slab Rock Layer To Be Hydraulically Connected To Sub-Drain System By 3” Of Rock Or 2” Sch. 80 Piping Spaced On 10’ Centers (typ.) B H (Variable; Depends On Depth To Gravel) 18” (min.) 18” (min.) 6” (min.) 6” (min.) 1’ (min.) H = 3.5’ (Based On4.0’ Footing Depth And The Depth To Gravel In TP-4) H = 5.5’ (Based On4.0’ Footing Depth And The Depth To Gravel In TP-2) D D Woven Geotextile Filter Fabric (Amoco 2004)Vapor Barrier Under Slab (typ.) 9.5’ Deep (TP-2) 7.5’ Deep (TP-4) Non-Woven Filter Fabric To Encase 1-Inch Minus Rock 6” (min.) Rock Layer (typ.) Landscape Areas To Slope Away @ 5% (min.) Within 10’ Of Wall. Upper 4” - 6” Of Backfill Should Consist Of Low Permeable Topsoil. Note: Concrete Surfacing Placed Adjacent To Foundation Walls Shall Slope Away @ 2% (min.). Note: No Subsurface Drainage Req’d Under At-Grade Slabs (Incl. Ftg Drains Or Sub-Slab Drains). 6” (min.) 6” (min.)4” PE Sub-Drain (typ.) Crawl Space Opening Must Be Properly Vented. Note: Elevation Difference Between The Top Back Of Curb And The Finished Floor Should Be Maximized. I Believe The Subdivision Covenants Call For A Minimum Separation Of 2.0’ And A Maximum Of 5.0’. Due To High Groundwater Concerns, An Elevation Difference Of More Than 2.0’ Is Recommended. This Should Be Thoroughly Considered On A Case By Case Basis. Please Refer To The Covenants For More Detail. Important Notes: The Three-Foot Wide (Min.) Over-Excavation From The Center Of The Footing Is Calculated Based On A 16-Inch Footing Width (B) And An Average Depth To Native Gravel (GD) Below The Footing Elevation Equal To Five Feet. If The Footing Is Substantially Wider Or The Depth To Gravel Substantially Deeper; The Width Of The Excavation Will Need To Be Increased. The Equation For Determining Excavation Width (EW) From The Center Of Footing Is: EW = (B + GD) / 2.0. If Caving (ie. Sloughing) Of The Excavation Side Walls Is A Problem; EW Will Need To Be Increased Accordingly. Since The Footings Are Supported On Structural Fill That Bears On Native Gravel; There Is No BenefitTo Increasing Footing Size Beyond What Is Shown On The Plans. If Groundwater Is Encountered In The Over-Excavation Above The Native Sandy Gravel Surface, We Recommend A Layer Of Crushed Rock First Be Used To Get Above The Groundwater Elevation. The Crushed Rock Should Be Placed In A Single Lift That Does Not Extend More Than Four Inches Above The Groundwater. After Placement, The Crushed Rock MUST Be Compacted By Vibratory Methods. Compactors That Are Suitable For Crushed Rock Include Walk-Behind Plate Compactors; Remote-Controlled Sheepsfoot Trench Rollers; And Self-Propelled Smooth Drum Rollers. Note: If Groundwater Is Not Encountered, The Use Of Crushed Rock Is Not Necessary. Compacted Structural Fill. Use Sandy Pitrun Gravel, Not Crushed Rock. Gravelly Materials Are Not Only Less Expensive But They Will Also Reduce The In-Flow Of Groundwater Into The Crawl Space In The Event That High Groundwater Exceeds The Crawl Space Elevation. Place The Pitun In Lifts (Six-Inch Thick Max. For Small Remote-Controlled Sheepsfoot Trench Rollers And Twelve-Inch Thick Max. For Self- Propelled Smooth Drum Rollers) And Compact To An Unyielding Condition. Note: A Material That Works Very Well For Foundation Structural FilI Is The 3” Minus Pitrun Gravel Product That Is Available From TMC In Belgrade. Pay Special Attention To Compaction Of Crushed Rock And Structural Fill Along Edges. Native Soils Could Be Soft. Rock / Fill Will Need To Be Compacted Into Side Of Excavation. Place Woven Geotextile Fabric Over The Crushed Rock. This Will Prevent Fines Migration Into The Rock After Placement Of The Structural Fill. 4” (max.) 3’ (min.) 3’ (min.) Interior Footing As A Precaution For Groundwater, Install 4” PE Slotted Drain Piping Along The Inside Of The Perimeter Footings And Grade To A Shallow Sump Chamber In The Crawl Space. If Water Becomes An Issue, Install Sump Pump And Discharge Out Of The Crawl Space. A Four-Inch Layer Of Crushed Rock Will Facilitate Rapid Drainage And Eliminate The Sight Of Standing Water. If A Vapor Barrier Is Placed Above The Crushed Rock; Ensure It Is A Material That Can Breathe (Not Polyethylene). All Interior Footings Shall Bear On Structural Fill. Slab-On-Grade Elevation GD Existing Ground Surface Ex. Ground 4” Slotted PE Pipe. Install Drain Piping Around Inside Perimeter Of Foundation. Piping Should Be Placed At Footing Grade Or Preferably Below The Top Of The Crushed Rock Fill (When Used). Connect Piping To Shallow Sump Chamber. If High Groundwater Is An Issue, A Pump Can Be Installed At A Later Time. 32” 48” Reviewed By: __________________ 4” To 6” (Min.) Thickness As Required 2.5’ 4’ (min.) Min. Depth Of Cover For Frost Protection Min. Required Width Of Mass Over-Excavation Beyond Edge Of Footing 16’ - 18’ Depth To “Target” Bearing Material Strip Topsoil Prior To Filling Strip Topsoil Prior To Filling Damp-Proofing Not Req’d (typ.) Groundwater Is Expected To Be Well Below The Top Of The Sandy Gravel Year Round. In Late November 2021, The Water Depth Was At 26.7’ To 28.5’. All RAPs Must Extend 2.0’ (min.) Down Into “Target” Sandy Gravel. All RAPs Must Extend 2.0’ (min.) Down Into “Target” Sandy Gravel. Silt/Clay Below 2.5’ (+/-) Is Generally V. Moist To Wet. See TP Logs For Soil And Groundwater Conditions. 5.0’ - 13.5’ Depth To “Target” Bearing Material. Groundwater Depth Ranged From 3.0’ to 11.5’. Depending On Time Of Year, Groundwater May Be At Or Above The Sandy Gravel (“Target” Bearing Material). Therefore, Groundwater Dewatering May Be Needed. Dewatering Wells Are Recommended To Lower Water Below Gravel Surface. Strip All Organic Topsoil And Re-Compact Subgrade. Note: De-Watering Will Likely Not Be Required For Foundation Excavation. Based On Our Test Pits, All Evidence Suggests The Groundwater Table Stays Within The Sandy Gravel Most Of The Time. Prior To The Placement Of Granular Structural Fill, The Site’s Shallow Groundwater Conditions May Require That An Initial Layer Of Clean Crushed Rock Be Placed And Compacted Up To A Height Of At Least 6 Inches Above The Level Of The Standing Water. Structural Fill: Use 4” Minus Sandy (pitrun) Gravel Due To Shallow, Seasonal High Groundwater Conditions, Footing And Crawl Space Depth Must Be Minimized Below The Existing Ground Surface. Bottom Of Footing Elevation Should Be Kept Within At Least 2.5’ To 3.0’ Of Existing Grades. As An Added Precaution Against High Groundwater In The Crawl Space (And Especially If Footing Depth Nears Or Exceeds 2.5’ To 3.0’ Below Existing Site Grades), We Strongly Encourage The Placement Of A 6” To 8” Layer Of Crushed Rock In The Crawl Space To Raise The Floor Elevation Up To The Top Of Footings. In The Event That Groundwater Ever Rises Above The Crushed Rock Layer, A Sump Chamber And Pump Can Easily Be Installed Later To Address The Problem. We Do Not Recommend Placing The Initial Layer Of Clean Crushed Rock In Standing Water Exceeding 10 Inches In Depth. Therefore, Depending On The Time Of Year, Some Groundwater De-Watering May Be Required During Foundation Earthwork. All Perimeter, Interior, And Exterior Footings Must Bear On A Minimum 2.0’ Thickness Of Granular Structural Fill That In Turn Is Supported On The Native Sandy Gravel (Which Is The ”Target” Foundation Bearing Material). Given The 4.5’ To 6.5’ Depth To Gravel, Along With The Anticipated Slab Grade, Perimeter Footings Will Likely Lie 2.0’ to 6.0’ Above The Top Of The “Target” Gravel. Mass Over-Excavate The Entire Foundation Footprint Area, Including All Exterior Footing Locations, Down To The “Target” Bearing Material (Native Sandy Gravel); Thereby, Completely Removing All Native Silt, Clay, Sand From Under The Building. Over-Dig The Excavation To The Minimum Width Dimensions As Shown On This Figure And As Stated In The Report. Important Note: Mass Over-Excavation Of The Foundation (As Illustrated By Option #2) Will Be Required If The Individual Footing Over-ExcavationsThat Are Depicted As Option #1 Will Not Stay “Open” Due To Trench Wall Collapse. Geotechnical Notes: 1) Figure 7 llustrates A Slab-On-Grade Configuration w/ Standard Perimeter/Interior Footings And Foundation Frost Walls. 2) All Perimeter, Interior, And Exterior Footings Shall Bear On “Ground-Improved Subgrade” w/ Rammed Aggregate Piers (That Extend Into Native Gravel). 3) All Footings Shall Be Underlain By A 1.0’ Thick Gravel Layer (Load Transfer Platform) And The Slab Area Shall Be Supported On A 2.0’ Thick Gravel Section. Foundation Excavation Recommendations: Due To The Large Number and Close Spacing Of Interior Footings (Many Of Which Are 13 To 14 Feet On-Center), We Recommend The Entire Foundation Footprint Area Of The Apartment Buildings Be Mass Over-Excavated Down to Native Sandy Gravel And Built Back Up To Footing And Slab Grades With Compacted Structural Fill. The Limits Of The Mass Excavation Must Encapsulate All Perimeter And Exterior Footings. Important Note: It Is Now COB Policy That The Foundation Earthwork Be Inspected And Certified By The Geotechnical Engineer. Suggestions: In Order To Reduce The Amount Of Required Structural Fill Under Footings And The Slab Area, The Finished Floor Elevation Should Be Minimized Above Existing Site Grades. Another Option To Reduce Fill Under Perimeter Footings Is To Use A 6’ Tall Foundation Wall. Foundation Backfill and Embankment Fill Granular Structural Fill(1.5”Minus Roadmix Gravel)Granular Structural Fill(1.5”Minus Roadmix Gravel) Sandy Gravel (”Target” Bearing Material) Low Permeable Topsoil Silt/Clay (Unsuitable Bearing Material) Native Topsoil Granular Structural Fill (3” Minus Sandy Gravel) Rammed Aggregate Pier (1.5” Minus Roadmix Gravel) 1” Minus Clean Crushed Rock Groundwater (On 03/17/15) Concrete Slab Exterior Foundation Wall Backfill Should Only Consist Of Excavated Soils That Are Not Overly Moist. It Must Be Placed In Multiple Lifts And Properly Compacted. Slab Grade Should Be Set Above Existing Grades. For The Mass Over- Excavation Option, There Is No Limit On Slab Height Above Existing Grades. H W = Footing Width + H; (5’ min.) All Foundation Fill Materials Should Be Placed In Uniform, Horizontal Lifts And Be Well Compacted. Granular Structural Fill Shall Be Compacted To A Dense, Unyielding Condition, While Clean Crushed Rock Or Lean Mix Concrete Must Be Compacted By Vibratory Means. In General, The “Loose” Thickness Of Each Lift Prior To Compaction Should Not Exceed 12 Inches For Large, Self- Propelled Rollers; 6 Inches For Remote-Controlled Trench Rollers And Walk-Behind Jumping Jack Compactors; And 4 Inches For Walk- Behind, Plate Compactors. Pay Special Attention To Compaction Of Structural Fill Along Edges And In Corners Of The Excavation. Place Crushed Rock As Fill Under Slab (6” min.) And Interior Wall Backfill Strip Topsoil Under Slab and Re-Compact The Subgrade Surface. 15-mil Vapor Barrier Under Slab (Above Rock Layer). Seal Barrier At Seams/Penetrations/Footings. Minimize New Fill Height For Settlement Reasons The Uppermost 6” Of Lean Mix Concrete Fill Can Be Replaced w/ Clean Crushed Rock For Easier Leveling Of Footing Grade. Bearing Pressure 4000 psf (max.) 6” (min.) Crushed Rock Layer Important Note: To Stabilize The Trench Excavations And Minimize The Potential For Caving/Sloughing, Groundwater Dewatering May Be Required. Shallow Frost- Proof Foundation. Insulate As Per Applicable Codes. Standard Interior Strip Or Spread Footing (typ.) Interconnected Network Of Perforated PipingFor Possible Future Radon Mitigation Needs.Install Piping With Perforations Pointed Down.Connect To Mechanical System Such That TheUnderslab Piping Is Power Vented/ExhaustedTo The Atmosphere. Standard Perimeter Footing (typ.) The Excavated Gravel Surface (Under All Per., Int., And Ext. Footings) Must Consist Of Dense, Clean, Sandy Gravel. Dewater As Necessary And Vibratory Compact The Subgrade Prior To Granular Structural Fill Placement. Do Not Stop Excavation In Lowermost Silt/Clay, Which Does Contain Some Scattered Small Gravels. The Gravelly Silt/Clay (Which Looks Like A “Dirty Gravel”) Does Not Constitute The Clean, Sandy Gravel (“Target” Bearing Material). Also, Do Not Stop Of The Bottom Of The Excavation In The Clayey, “Old Wetland Gravel” Deposits. Important Note: If Foundation Construction Will Occur During The Cold/Winter Weather Season, The Contractor Shall Take All Necessary Precautions To Prevent The Earth- Work From Freezing And/Or From Being Contaminated With Snow. Note: At A Minimum, Use A Large, Smooth Drum Roller To Compact The Upper-Most Lift Of Structural Fill Under Footings And Slabs. 18” (min.) Structural Fill Layer Embankment Fill Can Be Used Below 18” Of Slab Grade. Note: No Topsoil Observed In On-Site Borings. W = Footing Width + H; (5’ min.) Min. Width = 1/2(H); But Must Be 5’ Min. H H = 2’ Min. Important Note: If TP-3, A Clay Layer Was Observed Under The Native Sandy Gravel At A Depth Of 6.0’. It Is Recommended That All Footings Bear On A Minimum 24” Thickness Of Native Gravel Or Granular Structural Fill. This Should Be Confirmed With Test Pits Around The Perimeter Of The Building During Construction. Important Note: If The Trench Excavations Are Prone To Minor Caving, Their Width Will Have To Be Increased Accordingly To Prevent Slough From Underlying Or Being Mixed Into The Minimum Required Width Of Structural Fill. Given The 4.5’ To 6.0’ Depth To Native Sandy Gravel, We Do Not Expect That Most (If Any) Of The Perimeter Footings Will Bear Directly On Native Gravel. Most Likely, Footings Will Need To Be Supported On Structural Fill That In Turn Bears On Native Gravel (Similar To All Interior Footings). Excavation Alternative: In Lieu Of Only Excavating Footings, The Entire Foundation Footprint Area Of The Building Can Be Mass Over-Excavated Down To Native Sandy Gravel And Filled With Granular Structural Fill. Given The Gravel Depth, This Is Far Less Economical As Compared To The Above Recommendations. Prior To Granular Structural Fill Placement, The Excavated Gravel Surface (Under Entire Foundation Footprint Area) Must Be Vibratory Re-Compacted With A Large, Smooth Drum Roller In Order To Densify The Native Sandy Gravel. Due To Groundwater Depths Of 7.8’ To 9.8’, Wet Subgrade Conditions Should Not Be An Issue. A Large, Smooth Drum Roller Must Be Used To Vibratory Compact Subgrade Soils And Granular Structural Fill Wherever Possible. A Large, Smooth Drum Roller Must Be Used To Compact All Granular Structural Fill Whenever and Wherever Possible. 4,000 psf Design Bearing Pressure B 3000 psf (max.) B Mass Excavate Under Entire Foundation Footprint Area Down To Native, Clean Sandy Gravel; Thereby Removing All Of The Silt/Clay Under The Interior Slab. All Footings Must Bear On Native Sandy Gravel Or On Compacted Granular Structural Fill That In Turn Is Supported On This “Target” Bearing Material. Shallow Frost-Proof Foundation Per IBC Is Also Acceptable. Min. Width = (B + H); But 5’ (min.) H H If Exc. Walls Slough, Widen Exc. To Ensure Min. Struct. Fill Width Beyond Edge Of Ftg. Bottom Of Exc. Measurement Centered Under The Footing. If Exc. Walls Slough, Widen Exc. To Ensure Min. Struct. Fill Width Beyond Edge Of Ftg. Bottom Of Exc. Measurement Centered Under The Footing. Crushed Rock Is Only Needed If Gravel Subgrade Is Wet Or Contains Standing Water. All Fill Material Placed Under Footings And Slabs To Consist Of Compacted Granular Structural Fill. No On-Site Soils Are To Be Used As Embankment Fill Under Slabs. If Gravel Subgrade Is Wet Or Contains Some Shallow Standing Water, Do Not Place Structural Fill Materials Directly Over These Conditions. Instead, Place An Initial, Thin Layer Of Clean Crushed Rock Over Wet Gravel Surface and Vibratory Compact. Crushed Rock Should Extend A Minimum Of 4” Above The Wet Conditions. See Figure 7 For Recommendations For Foundation-Related Fill Material Placement And Compaction. 1.0’ Deep Footing Over-Excavation And Gravel Replacement. Re-Compact Subgrade. Rammed Aggregate Pier (RAP) Ground Improvement Rammed Aggregate Pier (RAP) Ground ImprovementRAPS Are 24” to 30” Dia. (typ.) RAPS Are 24” to 30” Dia. (typ.) Install Rammed Aggregate Piers Under All Perimeter, Interior, And Exterior Footings That In Turn Bear Within Native, Clean Sandy Gravel (“Target” Bearing Material); Thereby Removing All Silt/Clay And Any Clayey, “Old Wetland Gravel” From Under The Footings. Interior Wall Backfill (3”-Minus Gravel Or Clean Crushed Rock) 3000 psf (max.) B 24” (min.) Gravel Section Under Slab Areas (typ.) Strip/Remove All Topsoil From The Bldg’s Foundation Footprint Area. Re-Compact Silt/Clay Subgrade To A Dense And Unyielding Condition. For Easier/Better Compaction, Use Only High Quality Granular Material Or Clean Crushed Rock For Interior Backfill. Place In Lifts / Vibratory Compact. 4’ (min.) For Frost Protection (typ.) Exterior Wall Backfill Can Consist Of Any Non-Organic, Non- Overly Moist Soil. Suggest Removing Cobbles Over About 6” Directly Next To Walls. 12” (min.) Structural Fill Layer Under All Footings (Load Transfer Platform) 12” (min.) Structural Fill Layer Under All Footings (Load Transfer Platform) 4,000 psf Design Bearing Pressure More Than 2.0’ Of Gravel Will Be Required Under Slabs In Areas Of Deep Random Fill Removal. Suggest Mass Over-Excavating To A Depth Of 1.0’ Below Interior Footing Grade And Increasing 2.0’ (min.) Underslab Gravel Section. This Will Prevent The Need To Over-Excavate And Fill Under Individual Interior Ftg Locations. LSE, 03/03/22 1.0’ Perimeter Footing Over-Excavation And Gravel Replacement. 1.0’ Deep Footing Over-Excavation And Gravel Replacement. Important Requirement: The Sandy Gravel Is Defined As The “Target” Bearing Stratum For All Rammed Aggregate Piers. All Piers Must Be Designed To End Bear In The Native Gravel. Important Requirement: A Short Length Rammed Aggregate Pier System That “Floats” And End Bears In The Silt/Clay Is Not Allowed. 1.0’ Deep Footing Over-Excavation And Gravel Replacement. Re-Compact Subgrade. Prior To Foundation Work, Exc./Remove All Crushed Concrete Fill Material From Under The New Building And Replace With Granular Structural Fill (As Required). See Figures 5 And 6 For More Recommendations. FIELD LOG OF BORING PROJECT: Main Street Hotel JOB #: 21-161 DATE: 11/23/21 BORING: BH-1 PAGE: 1 of 1 LOCATION: NE Part of Building Site ELEV: N/A TOTAL DEPTH: 30.4’ DEPTH TO GW: 26.7’ DRILL TYPE: Truck-Mounted CASING/HAMMER/SAMPLER: 4.25” Hollow Stem Auger w/ 140 lb Hammer DEPTH (FT)SAMPLE IDN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTSAMPLER PENETRATIONGEOLOGYBottom of borehole @ 12.00 m N/A 6 18 2 6 5 6 7 8 3 100/11” 4” 0.5” 18 11 18” 18” Start Depth of Sampler: 2.0’ End Depth of Sampler: 3.5’ Blow Counts: 2 / 3 / 3 Start Depth of Sampler: 14.0’ End Depth of Sampler: 14.3’ Blow Counts: 50 for 3” Start Depth of Sampler: 16.5’ End Depth of Sampler: 16.8’ Blow Counts: 50 for 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.0’ Blow Counts: 50 for 0.5” From 0.0’ to 2.0’: Some grinding noise during drilling (indicating gravels). From 2.0’ to 5.0’: Smooth and fast drill action. No gravels. From 5.0’ to 15.0’: Extensive grinding noise and very slow drilling rate. 50/4” 50/0.5” 50/5” 81/11” 50 for 101.6 mm N/A 50 for 127.0 mm N/A 50 for 50.8 mm N/A 50 for 25.4 mm 50 for 50.8 mm 30.5% N/AN/A N/A N/A N/A N/A N/A NES** N/A 5.6% 7.1% 1.8% 00.0%00.0% 22.2% 19.8% 22.0% 23.4% 33.3% 24.9% N/T N/T N/T N/T N/T = Not TestedN/T = Not Tested00.0% 23.5% 5.4% 4.2% 2.8% 1.9% 4.8% 6.5% 14.1% 11.8% 2.9% 16.4% S1-A(1) @ 0.33’ (SSS**) S1-A(2) @ 0.58’ (SSS**) S1-A @ 2.0’ (SSS) 9” 50/3” 50/5” 50/4” 50/5” 50/3” 7.8% 12 49 71 94/11” 50/5” 50/5” 50/3” 18” 18” 18” 18” Start Depth of Sampler: 4.0’ End Depth of Sampler: 5.5’ Blow Counts: 2 / 1 / 1 Start Depth of Sampler: 12.0’ End Depth of Sampler: 13.5’ Blow Counts: 2 / 3 / 4 Start Depth of Sampler: 14.0’ End Depth of Sampler: 15.5’ Blow Counts: 4 / 6 / 6 Start Depth of Sampler: 24.0’ End Depth of Sampler: 24.8’ Blow Counts: 40 / 50 for 4” Start Depth of Sampler: 29.0’ End Depth of Sampler: 30.4’ Blow Counts: 29 / 44 / 50 for 5” S1-B @ 4.0’ (SSS) S1-E @ 12.0’ (SSS) S1-F @ 14.0’ (SSS) 18” 18” Start Depth of Sampler: 9.0’ End Depth of Sampler: 10.5’ Blow Counts: 3 / 3 / 3 Start Depth of Sampler: 7.0’ End Depth of Sampler: 8.5’ Blow Counts: 2 / 2 / 3 S1-C @ 7.0’ (SSS) S1-D @ 9.0’ (SSS) Start Depth of Sampler: 19.0’ End Depth of Sampler: 20.5’ Blow Counts: 19 / 21 / 50 50/4” 18” 18” 10” 17” 5” Start Depth of Sampler: 17.0’ End Depth of Sampler: 18.5’ Blow Counts: 28 / 26 / 23 S1-G @ 17.0’ (SSS) S1-H @ 19.0’ (SSS) 50/5” 11” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 32 / 50 for 5” Wet S8-M @ 29.0’ (SSS) S1-J @ 24.0’ (SSS) S1-K @ 29.0’ (SSS) S1-M @ 34.0’ (SSS) Wet 50/3” Start Depth of Sampler: 34.0’ End Depth of Sampler: 34.8’ Blow Counts: 21 / 50 for 3” 9” S1-M @ 34.0’ (SSS) 50/3” Start Depth of Sampler: 22.0’ End Depth of Sampler: 22.4’ Blow Counts: 50 for 5” Wet S1-I @ 22.0’ (SSS) 50/2” 71/11” Start Depth of Sampler: 26.0’ End Depth of Sampler: 26.2’ Blow Counts: 50 for 2” Wet S2B-L @ 26.0’ (SSS*) 2” 3” Start Depth of Sampler: 12.0’ End Depth of Sampler: 12.3’ Blow Counts: 50 for 4” 50/4” 50/3” 4.7% S1-J @ 22.0’ (NSC**) S1-K @ 24.5’ (NSC**) S1-H @ 16.5’ (SSS*) S1-I @ 17.0’ (SSS*) S9-F(1) @ 5.94 m (SSS) S9-F(2) @ 5.49 m to 6.71 m (SACK) S9-G(1) @ 7.47 m (SSS) S9-G(2) @ 7.01 m to 8.23 m (SACK) DRILLER: Toby- O’Keefe Drilling (Butte, MT) FIELD ENGINEER: Lee Evans, AESI ALLIEDENGINEERINGSERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 1 2 3 4 5 Laboratory test results for CS-9 (Includes: S9-A, S9-B, and S9-C) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.0 % = 52.0 % = 34.0 % = 22.0 % = 18.1 % = 3.9 % = CL-ML Laboratory test results for CS-6/9 (Includes: S6-F, S9-F(2), and S9-I) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.2 % = 46.9 % = 38.9 % = 36.0 % = 17.0 % = 19.0 % = CL Laboratory test results for S9-D(2) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 11.6 % = 50.1 % = 38.3 % = 27.0 % = 14.0 % = 13.0 % = CL Bottom of borehole @ 30.4’ Very dense to hard; burnt red; weathered siltstone or sandstone BEDROCK; dry. Drill cuttings are clayey SAND to sandy SILT with abundant bedrock fragments. Fragments are platey and layered in appearance, but non-friable and intact. Occasional layers of less dense (more weathered) bedrock were encountered in lower half of this layer. Bottom of weathered bedrock layer @ 8.84 m From 2.74 to 6.10 m (approximate), the rate of the drilling slowed; however, it was smooth. Minimal grinding noise could be heard. From 1.52 to 2.74 m (approximate), grinding noises were obvious. From 6.10 to 8.84 m (approximate), the rate of the drilling was non-uniform. It was slow in upper half of layer, but got noticeably faster in lower half. By bot- tom of the layer, the drill rate was very slow. From 8.84 to 12.00 m (approximate), the rate of the drilling was very, very slow. Loud grinding noises were heard; and the auger bit was jumping excessively. Ground vibrations were widespread. It took 1.0 hour to penetrate bottom 1.50 m of borehole. {0.0’ - 0.33’}: Asphalt (4.0”) {0.33’ - 0.58’}: Base Course Gravel (3.0”) Dense; brown; 1.5”-minus, sandy GRAVEL; slightly moist. Clean, imported sand and gravel. {1.17’ - 2.0’}: Sub-Base: Clay, Silt, Sand, Gravel Brown; clayey SAND w/ gravel to clayey, sandy, GRAVEL; moist to very moist. Somewhat sticky and plastic. Predominately sands and gravels, but significant clay content. “Dirty” sand and gravel. Note: Could be more silty/clayey in some areas. Borehole Elevation Datum: * NGVD #29 (Converted to COB) 8 4 20 16 12 24 30 and 2” O.D. Standard Split Spoon Samplers OTHER FIELD OR SAMPLE INFORMATION Reviewed By: __________ Reviewed By: __________ Valley Center Rd - Bozeman (See Fig. 1 & 2 for Approx. Location) B-61 Drill Rig Laboratory Testing of Composite Sample A (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) Percent Silt/Clay: Percent Sand/Gravel: Liquid Limit: Plastic Limit: Plasticity Index: Unified Soil Classification: Maximum Dry Density: Optimum Moisture: pH: Marble pH: Sulfate: Conductivity: = 81 % = 19 % = 31 % = 18 % = 13 % = CL = 111.8 pcf = 15.8 % = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Laboratory Testing of Composite Sample B (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) pH: Marble pH: Sulfate: Conductivity: = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Groundwater Observation Note: * The groundwater depth that was measured does not represent seasonal high conditions. Groundwater is expected to rise in April, May, and June. Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) ** Modified California Sampler (Dimensions: 3” o.d. and 2.5” i.d.) DESCRIPTION OF MATERIALS Important Note: The beginning and ending depths of the individual soil layers are approximate. 507 W. Main - Bozeman, MT Drill Action Observations and Notes: 1) From 0.5’ to 1.8’: Loud grinding w/ vibrations. 2) From 1.8’ to 16.0’: Smooth, easy, and fast drill w/ minimal grinding noise. 3) At 16.0’: Hit gravel - Start of grinding/vibrations. 4) From 16.0’ to 29.9’: Grinding noise and auger vibrations. Generally pretty slow, but faster and less grinding in some areas (likely indicating more sands and/or smaller gravels). Louder and more vibrations in other areas (likely indicating larger and/or abundant gravels). 5) Below 23.0’: Slower drill action w/ grinding. Note: Groundwater monitoring well installed in BH-8 {16.0’ - 30.4’}: Native Sandy Gravel Dense to very dense; brown; sandy GRAVEL w/ abundant gravels & cobbles; slightly moist. Notes: - Start of significant grinding at 16.0’. Slow drill. - Pretty “clean” sandy gravel w/ some sand seams. - No noticeable silt/clay seams in SSS samples. - Groundwater at 26.7’ (wet gravel). - “Target” foundation bearing at 16.0’ and below. {21.0’ - 25.5’}: Very Weathered Bedrock Very stiff to dense; brown to orangish brown; sandy SILT to silty fine SAND to gravelly coarse SAND; very moist to wet. Notes: - Smooth drill action beginning at 21.0’. - Start of Tertiary bedrock strata (silt/sand). - Gravelly coarse sand below 24.0’. {1.0’ - 16.0’}: Native Silt/Clay Medium stiff to stiff; dark brown to brown/tan to orangish brown; sandy SILT to sandy lean CLAY; slightly moist to moist to very moist. Notes: - Smooth and easy drill action entire depth. - No apparent intermixed gravels (no grinding). - Brown/tan down to 14.0’. - Orangish brown below 14.0’. - Medium stiff to stiff throughout. - Blow counts of 2 to 4 = soft. - Blow counts of 4 to 8 = medium stiff. - Blow counts of 8 to 15 = stiff - Based on testing, optimum moisture = 17 to 19%. - Most soils are at or above optimum moisture. - Moisture content generally increases w/ depth. - Based on a little higher blow counts near the bottom, the lower silt/clay likely contains some scattered gravels (transitional zone). - Unsuitable foundation bearing material. {0.0’ - 0.1’}: Asphalt Surfacing (1”) {0.8’ - 1.0’}: Roadmix Base Course Gravel (3”) {0.1’ - 0.8’}: Concrete Parking Lot Slab (8”) {1.25’ - 5.0’}: Native Silt/Clay Medium stiff to stiff; brown to tan; sandy SILT to sandy lean CLAY w/ some small gravels around 3.5’; slightly moist to moist. Notes: - Lower 1.0’ (+/-) likely contains some scattered gravels. This is a transitional zone and does not constitute clean sandy gravel. - Unsuitable foundation bearing material. LSE, 2/28/22 Composite Sample A @ 2.0’ - 10.0’ Note: No lab testing conducted. = 36.0 % = 17.0 % = 19.0 % = CL = 000.0 pcf = 00.0 % Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol Max. Dry Density Optimum Moisture Composite Sample A @ 2.0’ - 8.0’ = 39.0 % = 19.0 % = 20.0 % = CL = 106.9 pcf = 18.8 % FIELD LOG OF BORING PROJECT: Main Street Hotel JOB #: 21-161 DATE: 11/23/21 BORING: BH-2 PAGE: 1 of 1 LOCATION: East-Central Part of Bldg. Site ELEV: N/A TOTAL DEPTH: 29.9’ DEPTH TO GW: 27.3’ DRILL TYPE: Truck-Mounted CASING/HAMMER/SAMPLER: 4.25” Hollow Stem Auger w/ 140 lb Hammer DEPTH (FT)SAMPLE IDN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTSAMPLER PENETRATIONGEOLOGYBottom of borehole @ 12.00 m N/A 6 18 3 6 6 9 8 6 8 3 100/11” 4” 0.5” 18 11 18” 18” Start Depth of Sampler: 2.0’ End Depth of Sampler: 3.5’ Blow Counts: 2 / 3 / 3 Start Depth of Sampler: 14.0’ End Depth of Sampler: 14.3’ Blow Counts: 50 for 3” Start Depth of Sampler: 16.5’ End Depth of Sampler: 16.8’ Blow Counts: 50 for 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.0’ Blow Counts: 50 for 0.5” From 0.0’ to 2.0’: Some grinding noise during drilling (indicating gravels). From 2.0’ to 5.0’: Smooth and fast drill action. No gravels. From 5.0’ to 15.0’: Extensive grinding noise and very slow drilling rate. 50/4” 50/0.5” 50/5” 81/11” 50 for 101.6 mm N/A 50 for 127.0 mm N/A 50 for 50.8 mm N/A 50 for 25.4 mm 50 for 50.8 mm 30.5% N/AN/A N/A N/A N/A N/A N/A NES** N/A 5.6% 7.1% 1.8% 00.0%00.0% 22.5% 19.9% 24.4% 23.7% 23.5% 23.3% 21.0% N/T N/T N/T N/T = Not TestedN/T = Not Tested00.0% 23.5% 5.4% 4.2% 2.8% 1.9% 4.8% 6.5% 14.1% 11.8% 2.9% 16.4% S1-A(1) @ 0.33’ (SSS**) S1-A(2) @ 0.58’ (SSS**) S2-A @ 2.0’ (SSS) 9” 50/3” 50/4” 50/5” 50/4” 50/5” 50/3” 7.8% 70 77 50/5” 50/5” 50/3” 18” 18” 18” 18” Start Depth of Sampler: 4.0’ End Depth of Sampler: 5.5’ Blow Counts: 3 / 2 / 1 Start Depth of Sampler: 12.0’ End Depth of Sampler: 13.5’ Blow Counts: 2 / 3 / 5 Start Depth of Sampler: 14.0’ End Depth of Sampler: 15.5’ Blow Counts: 3 / 3 / 3 Start Depth of Sampler: 24.0’ End Depth of Sampler: 25.5’ Blow Counts: 24 / 33 / 34 Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 28 / 50 for 5” S2-B @ 4.0’ (SSS) S2-E @ 12.0’ (SSS) S2-F @ 14.0’ (SSS) 18” 18” Start Depth of Sampler: 9.0’ End Depth of Sampler: 10.5’ Blow Counts: 2 / 4 / 5 Start Depth of Sampler: 7.0’ End Depth of Sampler: 8.5’ Blow Counts: 2 / 2 / 4 S2-C @ 7.0’ (SSS) S2-D @ 9.0’ (SSS) Start Depth of Sampler: 19.0’ End Depth of Sampler: 19.3’ Blow Counts: 50 for 4” 50/4” 18” 10” 10” 11” 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 18.5’ Blow Counts: 6 / 24 / 46 S2-G @ 17.0’ (SSS) S2-H @ 19.0’ (SSS) 50/5” 11” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 32 / 50 for 5” Wet S8-M @ 29.0’ (SSS) S2-J @ 24.0’ (SSS) S2-K @ 29.0’ (SSS) S1-M @ 34.0’ (SSS) Wet 50/3” Start Depth of Sampler: 34.0’ End Depth of Sampler: 34.8’ Blow Counts: 21 / 50 for 3” 9” S1-M @ 34.0’ (SSS) 50/3” Start Depth of Sampler: 22.0’ End Depth of Sampler: 22.8’ Blow Counts: 45 / 50 for 4” Wet S2-I @ 22.0’ (SSS) 50/2” 71/11” Start Depth of Sampler: 26.0’ End Depth of Sampler: 26.2’ Blow Counts: 50 for 2” Wet S2B-L @ 26.0’ (SSS*) 2” 3” Start Depth of Sampler: 12.0’ End Depth of Sampler: 12.3’ Blow Counts: 50 for 4” 50/4” 50/3” 4.7% S1-J @ 22.0’ (NSC**) S1-K @ 24.5’ (NSC**) S1-H @ 16.5’ (SSS*) S1-I @ 17.0’ (SSS*) S9-F(1) @ 5.94 m (SSS) S9-F(2) @ 5.49 m to 6.71 m (SACK) S9-G(1) @ 7.47 m (SSS) S9-G(2) @ 7.01 m to 8.23 m (SACK) DRILLER: Toby- O’Keefe Drilling (Butte, MT) FIELD ENGINEER: Lee Evans, AESI ALLIEDENGINEERINGSERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 1 2 3 4 5 Laboratory test results for CS-9 (Includes: S9-A, S9-B, and S9-C) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.0 % = 52.0 % = 34.0 % = 22.0 % = 18.1 % = 3.9 % = CL-ML Laboratory test results for CS-6/9 (Includes: S6-F, S9-F(2), and S9-I) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.2 % = 46.9 % = 38.9 % = 36.0 % = 17.0 % = 19.0 % = CL Laboratory test results for S9-D(2) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 11.6 % = 50.1 % = 38.3 % = 27.0 % = 14.0 % = 13.0 % = CL Bottom of borehole @ 29.9’ Very dense to hard; burnt red; weathered siltstone or sandstone BEDROCK; dry. Drill cuttings are clayey SAND to sandy SILT with abundant bedrock fragments. Fragments are platey and layered in appearance, but non-friable and intact. Occasional layers of less dense (more weathered) bedrock were encountered in lower half of this layer. Bottom of weathered bedrock layer @ 8.84 m From 2.74 to 6.10 m (approximate), the rate of the drilling slowed; however, it was smooth. Minimal grinding noise could be heard. From 1.52 to 2.74 m (approximate), grinding noises were obvious. From 6.10 to 8.84 m (approximate), the rate of the drilling was non-uniform. It was slow in upper half of layer, but got noticeably faster in lower half. By bot- tom of the layer, the drill rate was very slow. From 8.84 to 12.00 m (approximate), the rate of the drilling was very, very slow. Loud grinding noises were heard; and the auger bit was jumping excessively. Ground vibrations were widespread. It took 1.0 hour to penetrate bottom 1.50 m of borehole. {0.0’ - 0.33’}: Asphalt (4.0”) {0.33’ - 0.58’}: Base Course Gravel (3.0”) Dense; brown; 1.5”-minus, sandy GRAVEL; slightly moist. Clean, imported sand and gravel. {1.17’ - 2.0’}: Sub-Base: Clay, Silt, Sand, Gravel Brown; clayey SAND w/ gravel to clayey, sandy, GRAVEL; moist to very moist. Somewhat sticky and plastic. Predominately sands and gravels, but significant clay content. “Dirty” sand and gravel. Note: Could be more silty/clayey in some areas. Borehole Elevation Datum: * NGVD #29 (Converted to COB) 8 4 20 16 12 24 30 and 2” O.D. Standard Split Spoon Samplers OTHER FIELD OR SAMPLE INFORMATION Reviewed By: __________ Reviewed By: __________ Valley Center Rd - Bozeman (See Fig. 1 & 2 for Approx. Location) B-61 Drill Rig Laboratory Testing of Composite Sample A (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) Percent Silt/Clay: Percent Sand/Gravel: Liquid Limit: Plastic Limit: Plasticity Index: Unified Soil Classification: Maximum Dry Density: Optimum Moisture: pH: Marble pH: Sulfate: Conductivity: = 81 % = 19 % = 31 % = 18 % = 13 % = CL = 111.8 pcf = 15.8 % = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Laboratory Testing of Composite Sample B (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) pH: Marble pH: Sulfate: Conductivity: = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Groundwater Observation Note: * The groundwater depth that was measured does not represent seasonal high conditions. Groundwater is expected to rise in April, May, and June. Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) ** Modified California Sampler (Dimensions: 3” o.d. and 2.5” i.d.) DESCRIPTION OF MATERIALS Important Note: The beginning and ending depths of the individual soil layers are approximate. 507 W. Main - Bozeman, MT Drill Action Observations and Notes: 1) From 0.5’ to 1.8’: Loud grinding w/ vibrations. 2) From 1.8’ to 16.0’: Smooth, easy, and fast drill w/ minimal grinding noise. 3) At 16.0’: Hit gravel - Start of grinding/vibrations. 4) From 16.0’ to 29.9’: Grinding noise and auger vibrations. Generally pretty slow, but faster and less grinding in some areas (likely indicating more sands and/or smaller gravels). Louder and more vibrations in other areas (likely indicating larger and/or abundant gravels). 5) Below 23.0’: Slower drill action w/ grinding. Note: Groundwater monitoring well installed in BH-8 {18.0’ - 29.9’}: Native Sandy Gravel Dense to very dense; brown; sandy GRAVEL w/ abundant gravels & cobbles; slightly moist. Notes: - Start of significant grinding at 18.0’. Slow drill. - Pretty “clean” sandy gravel w/ some sand seams. - No noticeable silt/clay seams in SSS samples. - Groundwater at 27.3’ (wet gravel). - “Target” foundation bearing at 18.0’ and below. {21.0’ - 25.5’}: Very Weathered Bedrock Very stiff to dense; brown to orangish brown; sandy SILT to silty fine SAND to gravelly coarse SAND; very moist to wet. Notes: - Smooth drill action beginning at 21.0’. - Start of Tertiary bedrock strata (silt/sand). - Gravelly coarse sand below 24.0’. {1.2’ - 18.0’}: Native Silt/Clay Medium stiff to stiff; dark brown to brown/tan to orangish brown; sandy SILT to sandy lean CLAY; slightly moist to moist to very moist. Notes: - Smooth and easy drill action entire depth. - No apparent intermixed gravels (no grinding). - Brown/tan down to 14.0’. - Orangish brown below 14.0’. - Medium stiff to stiff throughout. - Blow counts of 2 to 4 = soft. - Blow counts of 4 to 8 = medium stiff. - Blow counts of 8 to 15 = stiff - Based on testing, optimum moisture = 17 to 19%. - Most soils are at or above optimum moisture. - Moisture content generally increases w/ depth. - Based on a little higher blow counts near the bottom, the lower silt/clay likely contains some scattered gravels (transitional zone). - Unsuitable foundation bearing material. {0.0’ - 0.2’}: Asphalt Surfacing (2”) {0.2’ - 1.2’}: Roadmix Base Course Gravel (12”) {1.25’ - 5.0’}: Native Silt/Clay Medium stiff to stiff; brown to tan; sandy SILT to sandy lean CLAY w/ some small gravels around 3.5’; slightly moist to moist. Notes: - Lower 1.0’ (+/-) likely contains some scattered gravels. This is a transitional zone and does not constitute clean sandy gravel. - Unsuitable foundation bearing material. LSE, 2/28/22 Composite Sample B @ 2.0’ - 8.0’ Note: No lab testing conducted. = 36.0 % = 17.0 % = 19.0 % = CL = 000.0 pcf = 00.0 % Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol Max. Dry Density Optimum Moisture Composite Sample A @ 2.0’ - 8.0’ = 39.0 % = 19.0 % = 20.0 % = CL = 106.9 pcf = 18.8 % FIELD LOG OF BORING PROJECT: Main Street Hotel JOB #: 21-161 DATE: 11/23/21 BORING: BH-3 PAGE: 1 of 1 LOCATION: West-Central Part of Bldg. Site ELEV: N/A TOTAL DEPTH: 29.7’ DEPTH TO GW: 28.5’ DRILL TYPE: Truck-Mounted CASING/HAMMER/SAMPLER: 4.25” Hollow Stem Auger w/ 140 lb Hammer DEPTH (FT)SAMPLE IDN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTSAMPLER PENETRATIONGEOLOGYBottom of borehole @ 12.00 m N/A 6 18 7 6 8 3 100/11” 4” 0.5” 18 11 18” 18” No Sample: Crushed Concrete Fill Start Depth of Sampler: 14.0’ End Depth of Sampler: 14.3’ Blow Counts: 50 for 3” Start Depth of Sampler: 16.5’ End Depth of Sampler: 16.8’ Blow Counts: 50 for 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.0’ Blow Counts: 50 for 0.5” From 0.0’ to 2.0’: Some grinding noise during drilling (indicating gravels). From 2.0’ to 5.0’: Smooth and fast drill action. No gravels. From 5.0’ to 15.0’: Extensive grinding noise and very slow drilling rate. 50/4” 50/0.5” 50/5” 81/11” 50 for 101.6 mm N/A 50 for 127.0 mm N/A 50 for 50.8 mm N/A 50 for 25.4 mm 50 for 50.8 mm 30.5% N/AN/A N/A N/A N/A N/A N/A NES** N/A 5.6% 7.1% 1.8% 00.0%00.0% 17.4% 17.0% 21.8% 23.8% 23.0% N/T N/T N/T N/T N/T = Not TestedN/T = Not Tested00.0% 23.5% 5.4% 4.2% 2.8% 1.9% 4.8% 6.5% 14.1% 11.8% 2.9% 16.4% S1-A(1) @ 0.33’ (SSS**) S1-A(2) @ 0.58’ (SSS**) S3-A @ 2.0’ (SSS) 9” 50/3” 50/4” 50/5” 50/2” 50/3” 50/5” 50/5” 50/3” 7.8% 12 11 28 50/5” 50/5” 50/3” 18” 18” 18” Start Depth of Sampler: 4.0’ End Depth of Sampler: 5.5’ Blow Counts: 3 / 6 / 6 Start Depth of Sampler: 12.0’ End Depth of Sampler: 13.5’ Blow Counts: 2 / 3 / 3 Start Depth of Sampler: 14.0’ End Depth of Sampler: 15.5’ Blow Counts: 3 / 4 / 24 Start Depth of Sampler: 24.0’ End Depth of Sampler: 24.4’ Blow Counts: 50 for 5” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.7’ Blow Counts: 42 / 50 for 2” S3-B @ 4.0’ (SSS) S3-E @ 12.0’ (SSS) S3-F @ 14.0’ (SSS) 18” 18” Start Depth of Sampler: 9.0’ End Depth of Sampler: 10.5’ Blow Counts: 3 / 5 / 6 Start Depth of Sampler: 7.0’ End Depth of Sampler: 8.5’ Blow Counts: 3 / 4 / 3 S3-C @ 7.0’ (SSS) S3-D @ 9.0’ (SSS) Start Depth of Sampler: 19.0’ End Depth of Sampler: 19.8’ Blow Counts: 28 / 50 for 3” 50/4” 11” 9” 4” 5” 8” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.9’ Blow Counts: 15 / 50 for 5” S3-G @ 17.0’ (SSS) S3-H @ 19.0’ (SSS) 50/5” 11” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 32 / 50 for 5” Wet S8-M @ 29.0’ (SSS) S3-J @ 24.0’ (SSS) S3-K @ 29.0’ (SSS) S1-M @ 34.0’ (SSS) Wet 50/3” Start Depth of Sampler: 34.0’ End Depth of Sampler: 34.8’ Blow Counts: 21 / 50 for 3” 9” S1-M @ 34.0’ (SSS) 50/3” Start Depth of Sampler: 22.0’ End Depth of Sampler: 22.3’ Blow Counts: 50 for 4” Wet S3-I @ 22.0’ (SSS) 50/2” 71/11” Start Depth of Sampler: 26.0’ End Depth of Sampler: 26.2’ Blow Counts: 50 for 2” Wet S2B-L @ 26.0’ (SSS*) 2” 3” Start Depth of Sampler: 12.0’ End Depth of Sampler: 12.3’ Blow Counts: 50 for 4” 50/4” 50/3” 4.7% S1-J @ 22.0’ (NSC**) S1-K @ 24.5’ (NSC**) S1-H @ 16.5’ (SSS*) S1-I @ 17.0’ (SSS*) S9-F(1) @ 5.94 m (SSS) S9-F(2) @ 5.49 m to 6.71 m (SACK) S9-G(1) @ 7.47 m (SSS) S9-G(2) @ 7.01 m to 8.23 m (SACK) DRILLER: Toby- O’Keefe Drilling (Butte, MT) FIELD ENGINEER: Lee Evans, AESI ALLIEDENGINEERINGSERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 1 2 3 4 5 Laboratory test results for CS-9 (Includes: S9-A, S9-B, and S9-C) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.0 % = 52.0 % = 34.0 % = 22.0 % = 18.1 % = 3.9 % = CL-ML Laboratory test results for CS-6/9 (Includes: S6-F, S9-F(2), and S9-I) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.2 % = 46.9 % = 38.9 % = 36.0 % = 17.0 % = 19.0 % = CL Laboratory test results for S9-D(2) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 11.6 % = 50.1 % = 38.3 % = 27.0 % = 14.0 % = 13.0 % = CL Bottom of borehole @ 29.9’ Very dense to hard; burnt red; weathered siltstone or sandstone BEDROCK; dry. Drill cuttings are clayey SAND to sandy SILT with abundant bedrock fragments. Fragments are platey and layered in appearance, but non-friable and intact. Occasional layers of less dense (more weathered) bedrock were encountered in lower half of this layer. Bottom of weathered bedrock layer @ 8.84 m From 2.74 to 6.10 m (approximate), the rate of the drilling slowed; however, it was smooth. Minimal grinding noise could be heard. From 1.52 to 2.74 m (approximate), grinding noises were obvious. From 6.10 to 8.84 m (approximate), the rate of the drilling was non-uniform. It was slow in upper half of layer, but got noticeably faster in lower half. By bot- tom of the layer, the drill rate was very slow. From 8.84 to 12.00 m (approximate), the rate of the drilling was very, very slow. Loud grinding noises were heard; and the auger bit was jumping excessively. Ground vibrations were widespread. It took 1.0 hour to penetrate bottom 1.50 m of borehole. {0.0’ - 0.33’}: Asphalt (4.0”) {0.33’ - 0.58’}: Base Course Gravel (3.0”) Dense; brown; 1.5”-minus, sandy GRAVEL; slightly moist. Clean, imported sand and gravel. {1.17’ - 2.0’}: Sub-Base: Clay, Silt, Sand, Gravel Brown; clayey SAND w/ gravel to clayey, sandy, GRAVEL; moist to very moist. Somewhat sticky and plastic. Predominately sands and gravels, but significant clay content. “Dirty” sand and gravel. Note: Could be more silty/clayey in some areas. Borehole Elevation Datum: * NGVD #29 (Converted to COB) 8 4 20 16 12 24 30 and 2” O.D. Standard Split Spoon Samplers OTHER FIELD OR SAMPLE INFORMATION Reviewed By: __________ Reviewed By: __________ Valley Center Rd - Bozeman (See Fig. 1 & 2 for Approx. Location) B-61 Drill Rig Laboratory Testing of Composite Sample A (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) Percent Silt/Clay: Percent Sand/Gravel: Liquid Limit: Plastic Limit: Plasticity Index: Unified Soil Classification: Maximum Dry Density: Optimum Moisture: pH: Marble pH: Sulfate: Conductivity: = 81 % = 19 % = 31 % = 18 % = 13 % = CL = 111.8 pcf = 15.8 % = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Laboratory Testing of Composite Sample B (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) pH: Marble pH: Sulfate: Conductivity: = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Groundwater Observation Note: * The groundwater depth that was measured does not represent seasonal high conditions. Groundwater is expected to rise in April, May, and June. Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) ** Modified California Sampler (Dimensions: 3” o.d. and 2.5” i.d.) DESCRIPTION OF MATERIALS Important Note: The beginning and ending depths of the individual soil layers are approximate. 507 W. Main - Bozeman, MT Drill Action Observations and Notes: 1) From 0.5’ to 1.8’: Loud grinding w/ vibrations. 2) From 1.8’ to 16.0’: Smooth, easy, and fast drill w/ minimal grinding noise. 3) At 16.0’: Hit gravel - Start of grinding/vibrations. 4) From 16.0’ to 29.9’: Grinding noise and auger vibrations. Generally pretty slow, but faster and less grinding in some areas (likely indicating more sands and/or smaller gravels). Louder and more vibrations in other areas (likely indicating larger and/or abundant gravels). 5) Below 23.0’: Slower drill action w/ grinding. Note: Groundwater monitoring well installed in BH-8 {16.0’ - 29.7’}: Native Sandy Gravel Dense to very dense; brown; sandy GRAVEL w/ abundant gravels & cobbles; slightly moist. Notes: - Start of significant grinding at 16.0’. Slow drill. - Pretty “clean” sandy gravel w/ some sand seams. - No noticeable silt/clay seams in SSS samples. - Groundwater at 28.5’ (wet gravel). - “Target” foundation bearing at 16.0’ and below. {21.0’ - 25.5’}: Very Weathered Bedrock Very stiff to dense; brown to orangish brown; sandy SILT to silty fine SAND to gravelly coarse SAND; very moist to wet. Notes: - Smooth drill action beginning at 21.0’. - Start of Tertiary bedrock strata (silt/sand). - Gravelly coarse sand below 24.0’. {8.5’ - 16.0’}: Native Silt/Clay Medium stiff to stiff; brown/tan to orangish brown; sandy SILT to sandy lean CLAY; slightly moist to moist to very moist. Notes: - Smooth and easy drill action entire depth. - No apparent intermixed gravels (no grinding). - Brown/tan down to 14.0’. - Orangish brown below 14.0’. - Medium stiff to stiff throughout. - Blow counts of 2 to 4 = soft. - Blow counts of 4 to 8 = medium stiff. - Blow counts of 8 to 15 = stiff - Based on testing, optimum moisture = 17 to 19%. - Most soils are at or above optimum moisture. - Moisture content generally increases w/ depth. - Based on a little higher blow counts near the bottom, the lower silt/clay likely contains some scattered gravels (transitional zone). - Unsuitable foundation bearing material. {1.25’ - 5.0’}: Native Silt/Clay Medium stiff to stiff; brown to tan; sandy SILT to sandy lean CLAY w/ some small gravels around 3.5’; slightly moist to moist. Notes: - Lower 1.0’ (+/-) likely contains some scattered gravels. This is a transitional zone and does not constitute clean sandy gravel. - Unsuitable foundation bearing material. LSE, 2/28/22 Composite Sample C @ 2.0’ - 8.0’ Note: No sample obtained due to crushed concrete fill material. = 36.0 % = 17.0 % = 19.0 % = CL = 000.0 pcf = 00.0 % Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol Max. Dry Density Optimum Moisture Composite Sample A @ 2.0’ - 8.0’ = 39.0 % = 19.0 % = 20.0 % = CL = 106.9 pcf = 18.8 % {0.0’ - 4.0’}: Crushed Concrete Fill Notes: - Old foundation concrete. - In 2018, crushed on-site and used for site fill. - Unsuitable foundation bearing material. {4.0’ - 8.5’}: Random Fill w/ Crushed Concrete Stiff to medium dense; dark brown to brown; mix of SILT, CLAY, SAND, and GRAVEL w/ crushed concrete fragments; slightly moist. Notes: - 50/50 mix of random soils and crushed concrete. - Unsuitable foundation bearing material. FIELD LOG OF BORING PROJECT: Main Street Hotel JOB #: 21-161 DATE: 11/24/21 BORING: BH-4 PAGE: 1 of 1 LOCATION: NW Part of Building Site ELEV: N/A TOTAL DEPTH: 30.5’ DEPTH TO GW: 27.9’ DRILL TYPE: Truck-Mounted CASING/HAMMER/SAMPLER: 4.25” Hollow Stem Auger w/ 140 lb Hammer DEPTH (FT)SAMPLE IDN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTSAMPLER PENETRATIONGEOLOGYBottom of borehole @ 12.00 m N/A 6 18 5 6 6 8 8 8 3 100/11” 4” 0.5” 18 11 18” 18” Start Depth of Sampler: 2.0’ End Depth of Sampler: 3.5’ Blow Counts: 3 / 3 / 3 Start Depth of Sampler: 14.0’ End Depth of Sampler: 14.3’ Blow Counts: 50 for 3” Start Depth of Sampler: 16.5’ End Depth of Sampler: 16.8’ Blow Counts: 50 for 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.0’ Blow Counts: 50 for 0.5” From 0.0’ to 2.0’: Some grinding noise during drilling (indicating gravels). From 2.0’ to 5.0’: Smooth and fast drill action. No gravels. From 5.0’ to 15.0’: Extensive grinding noise and very slow drilling rate. 50/4” 50/0.5” 50/5” 81/11” 50 for 101.6 mm N/A 50 for 127.0 mm N/A 50 for 50.8 mm N/A 50 for 25.4 mm 50 for 50.8 mm 30.5% N/AN/A N/A N/A N/A N/A N/A NES** N/A 5.6% 7.1% 1.8% 00.0%00.0% 21.0% 19.9% 22.5% 23.7% 24.2% 20.2% N/T N/T N/T N/T N/T = Not TestedN/T = Not Tested00.0% 23.5% 5.4% 4.2% 2.8% 1.9% 4.8% 6.5% 14.1% 11.8% 2.9% 16.4% S1-A(1) @ 0.33’ (SSS**) S1-A(2) @ 0.58’ (SSS**) S4-A @ 2.0’ (SSS) 9” 50/3” 50/3” 50/3” 50/5” 50/3” 7.8% 14 54 53 59 50/5” 50/5” 50/3” 18” 18” 18” 18” Start Depth of Sampler: 4.0’ End Depth of Sampler: 5.5’ Blow Counts: 2 / 3 / 2 Start Depth of Sampler: 12.0’ End Depth of Sampler: 13.5’ Blow Counts: 3 / 4 / 4 Start Depth of Sampler: 14.0’ End Depth of Sampler: 15.5’ Blow Counts: 4 / 6 / 8 Start Depth of Sampler: 24.0’ End Depth of Sampler: 24.8’ Blow Counts: 49 / 50 for 3” Start Depth of Sampler: 29.0’ End Depth of Sampler: 30.5’ Blow Counts: 22 / 23 / 36 S4-B @ 4.0’ (SSS) S4-E @ 12.0’ (SSS) S4-F @ 14.0’ (SSS) 18” 18” Start Depth of Sampler: 9.0’ End Depth of Sampler: 10.5’ Blow Counts: 3 / 3 / 5 Start Depth of Sampler: 7.0’ End Depth of Sampler: 8.5’ Blow Counts: 2 / 3 / 3 S4-C @ 7.0’ (SSS) S4-D @ 9.0’ (SSS) Start Depth of Sampler: 19.0’ End Depth of Sampler: 20.5’ Blow Counts: 14 / 25 / 28 50/4” 18” 18” 18” 9” 9” Start Depth of Sampler: 17.0’ End Depth of Sampler: 18.5’ Blow Counts: 14 / 22 / 32 S4-G @ 17.0’ (SSS) S4-H @ 19.0’ (SSS) 50/5” 11” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 32 / 50 for 5” Wet S8-M @ 29.0’ (SSS) S4-J @ 24.0’ (SSS) S4-K @ 29.0’ (SSS) S1-M @ 34.0’ (SSS) Wet 50/3” Start Depth of Sampler: 34.0’ End Depth of Sampler: 34.8’ Blow Counts: 21 / 50 for 3” 9” S1-M @ 34.0’ (SSS) 50/3” Start Depth of Sampler: 22.0’ End Depth of Sampler: 22.8’ Blow Counts: 43 / 50 for 3” Wet S4-I @ 22.0’ (SSS) 50/2” 71/11” Start Depth of Sampler: 26.0’ End Depth of Sampler: 26.2’ Blow Counts: 50 for 2” Wet S2B-L @ 26.0’ (SSS*) 2” 3” Start Depth of Sampler: 12.0’ End Depth of Sampler: 12.3’ Blow Counts: 50 for 4” 50/4” 50/3” 4.7% S1-J @ 22.0’ (NSC**) S1-K @ 24.5’ (NSC**) S1-H @ 16.5’ (SSS*) S1-I @ 17.0’ (SSS*) S9-F(1) @ 5.94 m (SSS) S9-F(2) @ 5.49 m to 6.71 m (SACK) S9-G(1) @ 7.47 m (SSS) S9-G(2) @ 7.01 m to 8.23 m (SACK) DRILLER: Toby- O’Keefe Drilling (Butte, MT) FIELD ENGINEER: Lee Evans, AESI ALLIEDENGINEERINGSERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 1 2 3 4 5 Laboratory test results for CS-9 (Includes: S9-A, S9-B, and S9-C) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.0 % = 52.0 % = 34.0 % = 22.0 % = 18.1 % = 3.9 % = CL-ML Laboratory test results for CS-6/9 (Includes: S6-F, S9-F(2), and S9-I) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.2 % = 46.9 % = 38.9 % = 36.0 % = 17.0 % = 19.0 % = CL Laboratory test results for S9-D(2) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 11.6 % = 50.1 % = 38.3 % = 27.0 % = 14.0 % = 13.0 % = CL Bottom of borehole @ 30.5’ Very dense to hard; burnt red; weathered siltstone or sandstone BEDROCK; dry. Drill cuttings are clayey SAND to sandy SILT with abundant bedrock fragments. Fragments are platey and layered in appearance, but non-friable and intact. Occasional layers of less dense (more weathered) bedrock were encountered in lower half of this layer. Bottom of weathered bedrock layer @ 8.84 m From 2.74 to 6.10 m (approximate), the rate of the drilling slowed; however, it was smooth. Minimal grinding noise could be heard. From 1.52 to 2.74 m (approximate), grinding noises were obvious. From 6.10 to 8.84 m (approximate), the rate of the drilling was non-uniform. It was slow in upper half of layer, but got noticeably faster in lower half. By bot- tom of the layer, the drill rate was very slow. From 8.84 to 12.00 m (approximate), the rate of the drilling was very, very slow. Loud grinding noises were heard; and the auger bit was jumping excessively. Ground vibrations were widespread. It took 1.0 hour to penetrate bottom 1.50 m of borehole. {0.0’ - 0.33’}: Asphalt (4.0”) {0.33’ - 0.58’}: Base Course Gravel (3.0”) Dense; brown; 1.5”-minus, sandy GRAVEL; slightly moist. Clean, imported sand and gravel. {1.17’ - 2.0’}: Sub-Base: Clay, Silt, Sand, Gravel Brown; clayey SAND w/ gravel to clayey, sandy, GRAVEL; moist to very moist. Somewhat sticky and plastic. Predominately sands and gravels, but significant clay content. “Dirty” sand and gravel. Note: Could be more silty/clayey in some areas. Borehole Elevation Datum: * NGVD #29 (Converted to COB) 8 4 20 16 12 24 30 and 2” O.D. Standard Split Spoon Samplers OTHER FIELD OR SAMPLE INFORMATION Reviewed By: __________ Reviewed By: __________ Valley Center Rd - Bozeman (See Fig. 1 & 2 for Approx. Location) B-61 Drill Rig Laboratory Testing of Composite Sample A (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) Percent Silt/Clay: Percent Sand/Gravel: Liquid Limit: Plastic Limit: Plasticity Index: Unified Soil Classification: Maximum Dry Density: Optimum Moisture: pH: Marble pH: Sulfate: Conductivity: = 81 % = 19 % = 31 % = 18 % = 13 % = CL = 111.8 pcf = 15.8 % = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Laboratory Testing of Composite Sample B (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) pH: Marble pH: Sulfate: Conductivity: = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Groundwater Observation Note: * The groundwater depth that was measured does not represent seasonal high conditions. Groundwater is expected to rise in April, May, and June. Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) ** Modified California Sampler (Dimensions: 3” o.d. and 2.5” i.d.) DESCRIPTION OF MATERIALS Important Note: The beginning and ending depths of the individual soil layers are approximate. 507 W. Main - Bozeman, MT Drill Action Observations and Notes: 1) From 0.5’ to 1.8’: Loud grinding w/ vibrations. 2) From 1.8’ to 16.0’: Smooth, easy, and fast drill w/ minimal grinding noise. 3) At 16.0’: Hit gravel - Start of grinding/vibrations. 4) From 16.0’ to 29.9’: Grinding noise and auger vibrations. Generally pretty slow, but faster and less grinding in some areas (likely indicating more sands and/or smaller gravels). Louder and more vibrations in other areas (likely indicating larger and/or abundant gravels). 5) Below 23.0’: Slower drill action w/ grinding. Note: Groundwater monitoring well installed in BH-8 {17.0’ - 30.5’}: Native Sandy Gravel Dense to very dense; brown; sandy GRAVEL w/ abundant gravels & cobbles; slightly moist. Notes: - Start of significant grinding at 17.0’. Slow drill. - Pretty “clean” sandy gravel w/ some sand seams. - No noticeable silt/clay seams in SSS samples. - Groundwater at 27.9’ (wet gravel). - “Target” foundation bearing at 17.0’ and below. {21.0’ - 25.5’}: Very Weathered Bedrock Very stiff to dense; brown to orangish brown; sandy SILT to silty fine SAND to gravelly coarse SAND; very moist to wet. Notes: - Smooth drill action beginning at 21.0’. - Start of Tertiary bedrock strata (silt/sand). - Gravelly coarse sand below 24.0’. {1.0’ - 17.0’}: Native Silt/Clay Medium stiff to stiff; dark brown to brown/tan to orangish brown; sandy SILT to sandy lean CLAY; slightly moist to moist to very moist. Notes: - Smooth and easy drill action entire depth. - No apparent intermixed gravels (no grinding). - Brown/tan down to 14.0’. - Orangish brown below 14.0’. - Medium stiff to stiff throughout. - Blow counts of 2 to 4 = soft. - Blow counts of 4 to 8 = medium stiff. - Blow counts of 8 to 15 = stiff - Based on testing, optimum moisture = 17 to 19%. - Most soils are at or above optimum moisture. - Moisture content generally increases w/ depth. - Based on a little higher blow counts near the bottom, the lower silt/clay likely contains some scattered gravels (transitional zone). - Unsuitable foundation bearing material. {1.25’ - 5.0’}: Native Silt/Clay Medium stiff to stiff; brown to tan; sandy SILT to sandy lean CLAY w/ some small gravels around 3.5’; slightly moist to moist. Notes: - Lower 1.0’ (+/-) likely contains some scattered gravels. This is a transitional zone and does not constitute clean sandy gravel. - Unsuitable foundation bearing material. LSE, 2/28/22 Composite Sample A @ 2.0’ - 10.0’ Note: No lab testing conducted. = 36.0 % = 17.0 % = 19.0 % = CL = 000.0 pcf = 00.0 % Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol Max. Dry Density Optimum Moisture Composite Sample D @ 2.0’ - 8.0’ = 37.0 % = 19.0 % = 18.0 % = CL = 108.9 pcf = 18.4 % {0.0’ - 1.0’}: Crushed Concrete Fill Notes: - Old foundation concrete. - In 2018, crushed on-site and used for site fill. - Unsuitable foundation bearing material. FIELD LOG OF BORING PROJECT: Main Street Hotel JOB #: 21-161 DATE: 11/24/21 BORING: BH-5 PAGE: 1 of 1 LOCATION: North Side of Property ELEV: N/A TOTAL DEPTH: 20.5’ DEPTH TO GW: Dry DRILL TYPE: Truck-Mounted CASING/HAMMER/SAMPLER: 4.25” Hollow Stem Auger w/ 140 lb Hammer DEPTH (FT)SAMPLE IDN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTSAMPLER PENETRATIONGEOLOGYBottom of borehole @ 12.00 m N/A 6 18 7 7 9 8 8 8 3 100/11” 4” 0.5” 18 11 18” 18” Start Depth of Sampler: 2.0’ End Depth of Sampler: 3.5’ Blow Counts: 8 / 9 / 8 Start Depth of Sampler: 0.0’ End Depth of Sampler: 1.5’ Blow Counts: 2 / 3 / 12 Start Depth of Sampler: 14.0’ End Depth of Sampler: 14.3’ Blow Counts: 50 for 3” Start Depth of Sampler: 16.5’ End Depth of Sampler: 16.8’ Blow Counts: 50 for 4” Start Depth of Sampler: 17.0’ End Depth of Sampler: 17.0’ Blow Counts: 50 for 0.5” From 0.0’ to 2.0’: Some grinding noise during drilling (indicating gravels). From 2.0’ to 5.0’: Smooth and fast drill action. No gravels. From 5.0’ to 15.0’: Extensive grinding noise and very slow drilling rate. 50/4” 50/0.5” 50/5” 81/11” 50 for 101.6 mm N/A 50 for 127.0 mm N/A 50 for 50.8 mm N/A 50 for 25.4 mm 50 for 50.8 mm 30.5% N/AN/A N/A N/A N/A N/A N/A NES** N/A 5.6% 7.1% 1.8% 00.0%00.0% 11.9% 18.0% 11.4% 20.4% 20.9% 24.8% 21.2% N/T N/T N/T = Not TestedN/T = Not Tested00.0% 23.5% 5.4% 4.2% 2.8% 1.9% 4.8% 6.5% 14.1% 11.8% 2.9% 16.4% S1-A(1) @ 0.33’ (SSS**) S1-A(2) @ 0.58’ (SSS**) S5-B @ 2.0’ (SSS) S5-A @ 0.0’ (SSS) 9” 50/3” 50/5” 50/3” 7.8% 17 15 24 48 50/5” 50/5” 50/3” 18” 18” 18” 18” 18” Start Depth of Sampler: 4.0’ End Depth of Sampler: 5.5’ Blow Counts: 4 / 4 / 3 Start Depth of Sampler: 12.0’ End Depth of Sampler: 13.5’ Blow Counts: 2 / 3 / 5 Start Depth of Sampler: 14.0’ End Depth of Sampler: 15.5’ Blow Counts: 4 / 3 / 5 S5-C @ 4.0’ (SSS) S5-F @ 12.0’ (SSS) S5-G @ 14.0’ (SSS) 18” 18” Start Depth of Sampler: 9.0’ End Depth of Sampler: 10.5’ Blow Counts: 4 / 4 / 5 Start Depth of Sampler: 7.0’ End Depth of Sampler: 8.5’ Blow Counts: 3 / 3 / 4 S5-D @ 7.0’ (SSS) S5-E @ 9.0’ (SSS) Start Depth of Sampler: 19.0’ End Depth of Sampler: 20.5’ Blow Counts: 10 / 17 / 31 50/4” 18” 18” Start Depth of Sampler: 17.0’ End Depth of Sampler: 18.5’ Blow Counts: 10 / 11 / 13 S5-H @ 17.0’ (SSS) S5-I @ 19.0’ (SSS) 50/5” 11” Start Depth of Sampler: 29.0’ End Depth of Sampler: 29.9’ Blow Counts: 32 / 50 for 5” Wet S8-M @ 29.0’ (SSS) S1-M @ 34.0’ (SSS) Wet 50/3” Start Depth of Sampler: 34.0’ End Depth of Sampler: 34.8’ Blow Counts: 21 / 50 for 3” 9” S1-M @ 34.0’ (SSS) 50/3” 50/2” 71/11” Start Depth of Sampler: 26.0’ End Depth of Sampler: 26.2’ Blow Counts: 50 for 2” Wet S2B-L @ 26.0’ (SSS*) 2” 3” Start Depth of Sampler: 12.0’ End Depth of Sampler: 12.3’ Blow Counts: 50 for 4” 50/4” 50/3” 4.7% S1-J @ 22.0’ (NSC**) S1-K @ 24.5’ (NSC**) S1-H @ 16.5’ (SSS*) S1-I @ 17.0’ (SSS*) S9-F(1) @ 5.94 m (SSS) S9-F(2) @ 5.49 m to 6.71 m (SACK) S9-G(1) @ 7.47 m (SSS) S9-G(2) @ 7.01 m to 8.23 m (SACK) DRILLER: Toby- O’Keefe Drilling (Butte, MT) FIELD ENGINEER: Lee Evans, AESI ALLIEDENGINEERINGSERVICES, INC. Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 1 2 3 4 5 Laboratory test results for CS-9 (Includes: S9-A, S9-B, and S9-C) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.0 % = 52.0 % = 34.0 % = 22.0 % = 18.1 % = 3.9 % = CL-ML Laboratory test results for CS-6/9 (Includes: S6-F, S9-F(2), and S9-I) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 14.2 % = 46.9 % = 38.9 % = 36.0 % = 17.0 % = 19.0 % = CL Laboratory test results for S9-D(2) * Grain Size Distribution: Gravel Portion (> #4) Sand Portion ( #200 < X < #4) Silt/Clay Portion (< #200) * Atterberg Limits: Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol = 11.6 % = 50.1 % = 38.3 % = 27.0 % = 14.0 % = 13.0 % = CL Bottom of borehole @ 20.5’ Very dense to hard; burnt red; weathered siltstone or sandstone BEDROCK; dry. Drill cuttings are clayey SAND to sandy SILT with abundant bedrock fragments. Fragments are platey and layered in appearance, but non-friable and intact. Occasional layers of less dense (more weathered) bedrock were encountered in lower half of this layer. Bottom of weathered bedrock layer @ 8.84 m From 2.74 to 6.10 m (approximate), the rate of the drilling slowed; however, it was smooth. Minimal grinding noise could be heard. From 1.52 to 2.74 m (approximate), grinding noises were obvious. From 6.10 to 8.84 m (approximate), the rate of the drilling was non-uniform. It was slow in upper half of layer, but got noticeably faster in lower half. By bot- tom of the layer, the drill rate was very slow. From 8.84 to 12.00 m (approximate), the rate of the drilling was very, very slow. Loud grinding noises were heard; and the auger bit was jumping excessively. Ground vibrations were widespread. It took 1.0 hour to penetrate bottom 1.50 m of borehole. {0.0’ - 0.33’}: Asphalt (4.0”) {0.33’ - 0.58’}: Base Course Gravel (3.0”) Dense; brown; 1.5”-minus, sandy GRAVEL; slightly moist. Clean, imported sand and gravel. {1.17’ - 2.0’}: Sub-Base: Clay, Silt, Sand, Gravel Brown; clayey SAND w/ gravel to clayey, sandy, GRAVEL; moist to very moist. Somewhat sticky and plastic. Predominately sands and gravels, but significant clay content. “Dirty” sand and gravel. Note: Could be more silty/clayey in some areas. Borehole Elevation Datum: * NGVD #29 (Converted to COB) 8 4 20 16 12 24 30 and 2” O.D. Standard Split Spoon Samplers OTHER FIELD OR SAMPLE INFORMATION Reviewed By: __________ Reviewed By: __________ Valley Center Rd - Bozeman (See Fig. 1 & 2 for Approx. Location) B-61 Drill Rig Laboratory Testing of Composite Sample A (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) Percent Silt/Clay: Percent Sand/Gravel: Liquid Limit: Plastic Limit: Plasticity Index: Unified Soil Classification: Maximum Dry Density: Optimum Moisture: pH: Marble pH: Sulfate: Conductivity: = 81 % = 19 % = 31 % = 18 % = 13 % = CL = 111.8 pcf = 15.8 % = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Laboratory Testing of Composite Sample B (from BH-1, BH-2, BH-3, BH-4, BH-5, BH-6, BH-7, & BH-8) pH: Marble pH: Sulfate: Conductivity: = 0.0 s.u. = 0.0 s.u. = 0.000 % = 0.00 mmhos/cm Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) Groundwater Observation Note: * The groundwater depth that was measured does not represent seasonal high conditions. Groundwater is expected to rise in April, May, and June. Split Spoon Sampler Information: * Standard Penetration Test Sampler (Dimensions: 2” o.d. and 1.375” i.d.) ** Modified California Sampler (Dimensions: 3” o.d. and 2.5” i.d.) DESCRIPTION OF MATERIALS Important Note: The beginning and ending depths of the individual soil layers are approximate. 507 W. Main - Bozeman, MT Drill Action Observations and Notes: 1) From 0.5’ to 1.8’: Loud grinding w/ vibrations. 2) From 1.8’ to 16.0’: Smooth, easy, and fast drill w/ minimal grinding noise. 3) At 16.0’: Hit gravel - Start of grinding/vibrations. 4) From 16.0’ to 29.9’: Grinding noise and auger vibrations. Generally pretty slow, but faster and less grinding in some areas (likely indicating more sands and/or smaller gravels). Louder and more vibrations in other areas (likely indicating larger and/or abundant gravels). 5) Below 23.0’: Slower drill action w/ grinding. Note: Groundwater monitoring well installed in BH-8 {17.5’ - 20.5’}: Native Sandy Gravel Dense to very dense; brown; sandy GRAVEL w/ abundant gravels & cobbles; slightly moist. Notes: - Start of significant grinding at 17.5’. Slow drill. - Pretty “clean” sandy gravel w/ some sand seams. - No noticeable silt/clay seams in SSS samples. - “Target” foundation bearing at 17.5’ and below. {21.0’ - 25.5’}: Very Weathered Bedrock Very stiff to dense; brown to orangish brown; sandy SILT to silty fine SAND to gravelly coarse SAND; very moist to wet. Notes: - Smooth drill action beginning at 21.0’. - Start of Tertiary bedrock strata (silt/sand). - Gravelly coarse sand below 24.0’. {2.0’ - 17.5’}: Native Silt/Clay Medium stiff to stiff; dark brown to brown/tan to orangish brown; sandy SILT to sandy lean CLAY; slightly moist to moist to very moist. Notes: - Smooth and easy drill action entire depth. - No apparent intermixed gravels (no grinding). - Brown/tan down to 14.0’. - Orangish brown below 14.0’. - Medium stiff to stiff throughout. - Blow counts of 2 to 4 = soft. - Blow counts of 4 to 8 = medium stiff. - Blow counts of 8 to 15 = stiff - Based on testing, optimum moisture = 17 to 19%. - Most soils are at or above optimum moisture. - Moisture content generally increases w/ depth. - Based on a little higher blow counts near the bottom, the lower silt/clay likely contains some scattered gravels (transitional zone). - Unsuitable foundation bearing material. {1.25’ - 5.0’}: Native Silt/Clay Medium stiff to stiff; brown to tan; sandy SILT to sandy lean CLAY w/ some small gravels around 3.5’; slightly moist to moist. Notes: - Lower 1.0’ (+/-) likely contains some scattered gravels. This is a transitional zone and does not constitute clean sandy gravel. - Unsuitable foundation bearing material. LSE, 2/28/22 Composite Sample A @ 2.0’ - 10.0’ Note: No lab testing conducted. = 36.0 % = 17.0 % = 19.0 % = CL = 000.0 pcf = 00.0 % Liquid Limit Plastic Limit Plasticity Index Plasticity Chart Symbol Max. Dry Density Optimum Moisture Composite Sample E @ 2.0’ - 8.0’ = 37.0 % = 18.0 % = 19.0 % = CL = 107.6 pcf = 17.1 % {0.0’ - 1.0’}: Topsoil Stiff; black to dark brown; organic clayey SILT w/ roots; slightly moist. {1.0’ - 2.0’}: Site Fill Stiff; dark brown; SILT/CLAY w/ some gravels; slightly moist. 106 PRONGHORN TR., STE. A  BOZEMAN, MT 59718PH: 406.388.8578  FX: 406.388.8579WWW.PIONEER -TECHNICAL.COMHEADQUARTERS: PO BOX 3445  BUTTE, MT 59702 A N A C O N D A  B I L L I N G S  B O Z E M A N  H E L E N A  M I S S O U L A  E V A N S T O N , W Y  K E L L O G G , I D December 10, 2021 Mr. Lee Evans Allied Engineering Services, Inc. 32 Discovery Drive Bozeman, MT 59718 RE: Main Street Hotel – AESI 21-161 Dear Mr. Evans, On November 30, 2021, three samples from the Main Street Hotel project were delivered to our Bozeman geotechnical testing laboratory. The samples were identified as Composite A (BH-1), Composite D (BH-4) and Composite E (BH-5) and were assigned Lab Nos. G21569 to G21571 respectively. The testing was performed in general accordance with the following Standards: • Atterberg Limits (ASTM 4318), and • Standard Proctor (ASTM D698-Method B). The Atterberg Limits and Proctor results are attached. Thank you for using Pioneer Technical Services, Inc. for your geotechnical and materials testing requirements. If you have any questions regarding these results, please contact us at (406) 388-8578. Sincerely, Niki Griffis Senior Scientist/Laboratory Manager Tested By: MN Checked By: LPS LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML CL or OL CH or O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 SOIL DATA SYMBOL SOURCE NATURAL USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY NO.CONTENT LIMIT LIMIT INDEX (%)(%)(%)(%) Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A - Bozeman, MT 59718 Ph. 406-388-8578 - Fax 406-388-8579 Client: Project: Project No.:Figure Allied Engineering Main St. Hotel AESI 21-161 BH-1 G21569 2-8' Comp.A 19 39 20 BH-4 G21570 2-8' Comp. D 19 37 18 BH-5 G21571 2-8' Comp.E 18 37 19 Tested By: LPS Checked By: NG COMPACTION TEST REPORT Dry density, pcf97.5 100 102.5 105 107.5 110 Water content, % 10 12.5 15 17.5 20 22.5 25 18.8%, 106.9 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 698-91 Procedure B Standard 2-8' Comp.A 2.65 39 20 0.4 lean clay with sand, CL (visual) AESI 21-161 Allied Engineering Date tested: 12/7/2021 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/8 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Source of Sample: BH-1 Sample Number: G21569 Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A - Bozeman, MT 59718 Ph. 406-388-8578 - Fax 406-388-8579 Figure Maximum dry density = 106.9 pcf Optimum moisture = 18.8 % Main St. Hotel Tested By: LPS/MN Checked By: NG COMPACTION TEST REPORT Dry density, pcf100 102.5 105 107.5 110 112.5 Water content, % 10 12.5 15 17.5 20 22.5 25 18.4%, 108.9 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 698-91 Procedure B Standard 2-8' Comp. D 2.65 37 18 0.9 lean clay with sand, CL (visual) AESI 21-161 Allied Engineering Date tested:12/7/2021 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/8 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Source of Sample: BH-4 Sample Number: G21570 Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A - Bozeman, MT 59718 Ph. 406-388-8578 - Fax 406-388-8579 Figure Maximum dry density = 108.9 pcf Optimum moisture = 18.4 % Main St. Hotel Tested By: MN Checked By: LPS COMPACTION TEST REPORT Dry density, pcf97.5 100 102.5 105 107.5 110 Water content, % 11 13 15 17 19 21 23 17.1%, 107.6 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 698-91 Procedure B Standard 2-8' Comp.E 2.65 37 19 0.6 lean clay with sand, CL (visual) AESI 21-161 Allied Engineering Date tested:12/9/2021 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/8 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Source of Sample: BH-5 Sample Number: G21571 Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A - Bozeman, MT 59718 Ph. 406-388-8578 - Fax 406-388-8579 Figure Maximum dry density = 107.6 pcf Optimum moisture = 17.1 % Main St. Hotel 1309 COLE AVE.  HELENA, MT 59601PH: 406.443.6053  FX: 406.443.8584WWW.PIONEER -TECHNICAL.COMHEADQUARTERS: PO BOX 3445  BUTTE, MT 59702 A N A C O N D A  B I L L I N G S  B O Z E M A N  H E L E N A  M I S S O U L A  L A S V E G A S, NV  K E L L O G G, ID December 9, 2021 Mr. Lee Evans Allied Engineering 32 Discovery Dr Bozeman, MT 59718 RE: General Testing Allied Engineering Main Street Hotel AESI Project No. 21-161 Pioneer Technical Services, Inc. Project No. 2002010 Dear Mr. Evans, On December 1 , three samples from the Main Street Hotel project were delivered to our AASHTO/ASTM accredited materials testing laboratory. The samples were given Lab Nos. G21569 through G21571. The testing was performed in general accordance with the following Standards: • pH and Marble of Soils (AASHTO T289, MT 232); • Measurement of Soil Conductivity (MT 232); • Measurement of Soil Resistivity (AASHTO T 288); and • Water-Soluble Sulfate in Soil (EPA 300.0). The corrosivity testing results are presented in Table 1. Alpine Analytical of Helena performed the soluble sulfate and pH testing. Table 1 – Corrosivity Testing Results Lab No. Location Sample Type Depth (ft) pH (s.u.) Marble pH (s.u.) Conductivity (mmhos/cm³) Resistivity (ohm-cm) Soluble Sulfate* (%) G21569 BH-1 Composite A 2-8' 8.21 8.54 0.15 1500 0.0046 G21570 BH-4 Composite D 2-8' 8.29 8.32 0.18 800 0.0315 G21571 BH-5 Composite E 2-8' 8.25 8.24 0.14 1600 0.0049 *Soluble Sulfate and pH Testing was performed by Alpine Analytical. We thank you for using Pioneer Technical Services, Inc. for your geotechnical and materials testing requirements. If you have any questions regarding these results, please contact Kevin Mock at (406) 443-6053. Sincerely, PIONEER TECHNICAL SERVICES, INC. Kevin Mock Materials Testing Supervisor 1315 Cherry, Helena, MT 59601 (406)449-6282 Client:Pioneer Technical Services Date Reported:08-Dec-21 Sample ID:BH-1 Composite A 2-8' Project ID:Allied Engineering Chain of Custody #:2005 Laboratory ID:03L319 Date / Time Sampled:None Given Sample Matrix:Soil Date / Time Received:03-Dec-21 @ 11:00 Method Parameter Result PQL Date/Time By Reference Soluble Sulfate, %0.0046 0.00005 07-Dec-21 @ 14:41 CE EPA 300.0 pH, s.u.8.21 0.01 07-Dec-21 @ 16:00 CE MT 232-04 Marble pH, s.u.8.54 0.01 08-Dec-21 @ 15:00 CE MT 232-04 Comments: PQL - Practical Quantitation Limit References: Methods for Chemical Analysis of Water and Wastes, US EPA, 600/4-79-020 Method of Sampling and Testing MT232-04, Soil Corrosion Test (Montana Method). Reviewed by: Analyzed Page 1 of 4 1315 Cherry, Helena, MT 59601 (406)449-6282 Client:Pioneer Technical Services Date Reported:08-Dec-21 Sample ID:BH-4 Composite D 2-8' Project ID:Allied Engineering Chain of Custody #:2005 Laboratory ID:03N171 Date / Time Sampled:None Given Sample Matrix:Soil Date / Time Received:03-Dec-21 @ 11:00 Method Parameter Result PQL Date/Time By Reference Soluble Sulfate, %0.0315 0.00005 07-Dec-21 @ 15:01 CE EPA 300.0 pH, s.u.8.29 0.01 07-Dec-21 @ 16:00 CE MT 232-04 Marble pH, s.u.8.32 0.01 08-Dec-21 @ 15:00 CE MT 232-04 Comments: PQL - Practical Quantitation Limit References: Methods for Chemical Analysis of Water and Wastes, US EPA, 600/4-79-020 Method of Sampling and Testing MT232-04, Soil Corrosion Test (Montana Method). Reviewed by: Analyzed Page 2 of 4 1315 Cherry, Helena, MT 59601 (406)449-6282 Client:Pioneer Technical Services Date Reported:08-Dec-21 Sample ID:BH-5 Composite E 2-8' Project ID:Allied Engineering Chain of Custody #:2005 Laboratory ID:03N172 Date / Time Sampled:None Given Sample Matrix:Soil Date / Time Received:03-Dec-21 @ 11:00 Method Parameter Result PQL Date/Time By Reference Soluble Sulfate, %0.0049 0.00005 07-Dec-21 @ 15:11 CE EPA 300.0 pH, s.u.8.25 0.01 07-Dec-21 @ 16:00 CE MT 232-04 Marble pH, s.u.8.24 0.01 08-Dec-21 @ 15:00 CE MT 232-04 Comments: PQL - Practical Quantitation Limit References: Methods for Chemical Analysis of Water and Wastes, US EPA, 600/4-79-020 Method of Sampling and Testing MT232-04, Soil Corrosion Test (Montana Method). Reviewed by: Analyzed Page 3 of 4 LIMITATIONS OF YOUR GEOTECHNICAL REPORT GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC Geotechnical investigations, analyses, and recommendations are project and client specific. Each project and each client have individual criterion for risk, purpose, and cost of evaluation that are considered in the development of scope of geotechnical investigations, analyses and recommendations. For example, slight changes to building types or use may alter the applicability of a particular foundation type, as can a particular client’s aversion or acceptance of risk. Also, additional risk is often created by scope-of- service limitations imposed by the client and a report prepared for a particular client (say a construction contractor) may not be applicable or adequate for another client (say an architect, owner, or developer for example), and vice-versa. No one should apply a geotechnical report for any purpose other than that originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical reports should be made available to contractors and professionals for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed in the report. GEOTECHNICAL CONDITIONS CAN CHANGE Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical reports are based on conditions that existed at the time of subsurface exploration. Construction operations such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE The site exploration and sampling process interprets subsurface conditions using drill action, soil sampling, resistance to excavation, and other subjective observations at discrete points on the surface and in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or observed may differ from those predicted in your report. Retaining your consultant to advise you during the design process, review plans and specifications, and then to observe subsurface construction operations can minimize the risks associated with the uncertainties associated with such interpretations. The conclusions described in your geotechnical report are preliminary because they must be based on the assumption that conditions revealed through selective exploration and sampling are indicative of actual Allied Engineering Services, Inc. Page 2 conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork; therefore, you should retain your consultant to observe earthwork to confirm conditions and/or to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or liability for the adequacy of the report’s recommendations if another party is retained to observe construction. EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final exploration logs and data are customarily included in geotechnical reports. These final logs should not be redrawn for inclusion in Architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to the complete geotechnical report and should be advised of its limitations and purpose. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with Allied Engineering and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. OWNERSHIP OF RISK AND STANDARD OF CARE Because geotechnical engineering is much less exact than other design disciplines, there is more risk associated with geotechnical parameters than with most other design issues. Given the hidden and variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a project unless specifically transferred to another party such as a contractor, insurance company, or engineer. The geotechnical engineer’s duty is to provide professional services in accordance with their stated scope and consistent with the standard of practice at the present time and in the subject geographic area. It is not to provide insurance against geo-hazards or unanticipated soil conditions. The conclusions and recommendations expressed in this report are opinions based our professional judgment and the project parameters as relayed by the client. The conclusions and recommendations assume that site conditions are not substantially different than those exposed by the explorations. If during construction, subsurface conditions different from those encountered in the explorations are observed or appear to be present, Allied Engineering should be advised at once such that we may review those conditions and reconsider our recommendations where necessary. RETENTION OF SOIL SAMPLES Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report. If you would like to hold the samples for a longer period of time, you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself. APPENDIX F ADS Chamber Details Main Street Hotel Drainage Report Project No. 07022.01 Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM1.STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVERDIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS.10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGNENGINEER.12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-7200 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.MC-7200 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-7200.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBERDEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCEDFROM REFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2023 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERMAIN STREET HOTELBOZEMAN, MT, USA StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: DEPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMAIN STREET HOTELBOZEMAN, MT, USASHEETOF25NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONS:MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.75MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):8.25MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):7.75MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):7.75MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):7.75TOP OF STONE:6.75TOP OF MC-7200 CHAMBER:5.7524" ISOLATOR ROW PLUS INVERT:0.94BOTTOM OF MC-7200 CHAMBER:0.75BOTTOM OF STONE:0.00PROPOSED LAYOUT11STORMTECH MC-7200 CHAMBERS2STORMTECH MC-7200 END CAPS12STONE ABOVE (in)9STONE BELOW (in)30STONE VOID3083INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)826SYSTEM AREA (SF)180.6SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC7200IEPP24B / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPBFLAMP(DESIGN BY ENGINEER / PROVIDED BY OTHERS)CCONCRETE STRUCTURE4" SEE DETAIL (TYP 2 PLACES)DINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL)NO WOVEN GEOTEXTILEBED LIMITS0102079.98'10.33'77.98'8.33'BCDA StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x1012.MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OFASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOWCOLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THETOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLEPAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THATPAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THETOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENTSUBBASE MAY BE A PART OF THE 'C' LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERSFROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYERABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THESUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,324"(600 mm) MIN*7.0'(2.1 m)MAX12" (300 mm) MIN100" (2540 mm)12" (300 mm) MIN12" (300 mm) MIN9"(230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm).60"(1525 mm)DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINEXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-7200END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)PERIMETER STONE(SEE NOTE 4)SUBGRADE SOILS(SEE NOTE 3)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: DEPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMAIN STREET HOTELBOZEMAN, MT, USASHEETOF35 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-7200 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-7200 CHAMBEROPTIONAL INSPECTION PORTMC-7200 END CAP24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PARTIAL CUT END CAP PART #:MC7200IEPP24B OR MC7200IEPP24BWONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MCFLAMPNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTS4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEYCONCRETE COLLARASPHALT OVERLAY FORTRAFFIC APPLICATIONS12" (300 mm) MIN WIDTH8" (200 mm) MIN THICKNESSOF ASPHALT OVERLAYAND CONCRETE COLLAR8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLAR / ASPHALT OVERLAYNOT REQUIRED FOR GREENSPACE ORNON-TRAFFIC APPLICATIONS4" (100 mm)SDR 35 PIPENYLOPLAST 8" LOCKING SOLIDCOVER AND FRAME4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: DEPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMAIN STREET HOTELBOZEMAN, MT, USASHEETOF45 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONMC-7200 TECHNICAL SPECIFICATIONNTSPART #STUBBCMC7200IEPP06T6" (150 mm)42.54" (1081 mm)---MC7200IEPP06B---0.86" (22 mm)MC7200IEPP08T8" (200 mm)40.50" (1029 mm)---MC7200IEPP08B---1.01" (26 mm)MC7200IEPP10T10" (250 mm)38.37" (975 mm)---MC7200IEPP10B---1.33" (34 mm)MC7200IEPP12T12" (300 mm)35.69" (907 mm)---MC7200IEPP12B---1.55" (39 mm)MC7200IEPP15T15" (375 mm)32.72" (831 mm)---MC7200IEPP15B---1.70" (43 mm)MC7200IEPP18T18" (450 mm)29.36" (746 mm)---MC7200IEPP18TWMC7200IEPP18B---1.97" (50 mm)MC7200IEPP18BWMC7200IEPP24T24" (600 mm)23.05" (585 mm)---MC7200IEPP24TWMC7200IEPP24B---2.26" (57 mm)MC7200IEPP24BWMC7200IEPP30BW30" (750 mm)---2.95" (75 mm)MC7200IEPP36BW36" (900 mm)---3.25" (83 mm)MC7200IEPP42BW42" (1050 mm)---3.55" (90 mm)NOTE: ALL DIMENSIONS ARE NOMINALNOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm)CHAMBER STORAGE175.9 CUBIC FEET (4.98 m³)MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³)WEIGHT (NOMINAL)205 lbs.(92.9 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)END CAP STORAGE39.5 CUBIC FEET (1.12 m³)MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)WEIGHT (NOMINAL)90 lbs.(40.8 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"CUSTOM PREFABRICATED INVERTSARE AVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-7200END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.UPPER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENINGRIBVALLEYSTIFFENING RIBBUILD ROW IN THIS DIRECTIONLOWER JOINT CORRUGATIONFOOT83.4"(2120 mm)79.1"(2010 mm)INSTALLED60.0"(1524 mm)100.0" (2540 mm)90.0" (2286 mm)61.0"(1549 mm)32.8"(833 mm)INSTALLED38.0"(965 mm)BC4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: DEPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTIONMAIN STREET HOTELBOZEMAN, MT, USASHEETOF55