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HomeMy WebLinkAbout010 Stormwater Design Report STOCKMAN BANK DRIVE-THROUGH DRAINAGE REPORT Project No. 22056 Stockman Bank P.O. Box 250 Miles City, MT 59301 March 15, 2023 STOCKMAN BANK DRIVE-THROUGH 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. 03/15/2023 Robert Egeberg, P.E. Date March 15, 2023 Project No. 22056 DRAINAGE REPORT STOCKMAN BANK DRIVE-THROUGH 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 Stockman Bank Drive-Through 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 0.48 Acres on the south side of West Mendenhall Street and the west side of North 8th Avenue. Existing Site Conditions The project area currently consists of a previously developed parking lot. The parking lot consists of asphalt and islands with vegetation. Proposed Project The project will include construction of a new drive-through building with covered drive-through, service connections to existing water and sewer infrastructure surrounding the proposed development, parking area, and landscape improvements. An underground chamber system is proposed for infiltration/treatment of stormwater runoff. Calculations for each sub-basin are included in this report. P:22056_Stockman_Bank_Drive_Through (03/15/23) 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 Sub-Basin A Sub-Basin A includes the paved north approach from West Mendenhall Street and the landscape area on either side. Sub-Basin A includes 415 sf of impervious area and 1,654 sf of pervious area. Runoff generated in Sub-Basin A runs-off into West Mendenhall Street. Sub-Basin B Sub-Basin B includes all paved areas in the northern half of the existing parking lot, the landscape island in the middle of the parking lot, and the northern half of the landscape areas on either side of the parking lot. Sub-Basin B includes 7,409 sf of impervious area and 1,230 sf of pervious area. Runoff generated in Sub-Basin B runs-off from the east side of the basin to the southwest side of the basin where it pools against the existing curb and gutter. Sub-Basin C Sub-Basin C includes all paved areas in the southern half of the existing parking lot and the southern half of the landscape areas on either side of the parking lot. Sub-Basin C includes 7,589 sf of impervious area and 1,137 sf of pervious area. Runoff generated in Sub-Basin C runs off from the east side of the basin to the southwest side of the basin where it pools against the existing curb and gutter. Sub-Basin D Sub-Basin D includes all paved areas along the approach from the alley and the landscape areas next to the alley. Sub-Basin D includes 474 sf of impervious area and 529 sf of pervious area. Runoff generated in Sub-Basin D runs-off into the alley and to the west. See Appendix A for the Existing Basins – Exhibit A. Runoff calculations for the existing basins are shown in Appendix C. P:22056_Stockman_Bank_Drive_Through (03/15/23) DME/RPE B. Post-Development Basins For the following sections, please refer to 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 most of the landscape area on the west side of the lot. Sub-Basin A includes 1,435 sf of pervious area and sheet flows off-site into the west alley. Sub-Basin B Sub-Basin B includes runoff from the building, the northern half of the parking lot, and some of the landscape area on the northeast side of the lot. Sub-Basin B includes 5,276 sf of impervious area and 1,328 sf of pervious area. Run-off generated in Sub-Basin B is captured by an inlet where it is conveyed through a storm pipe network to the stormwater chambers. Sub-Basin C Sub-Basin C includes all paved and sidewalk areas on the southwest side of the lot. Sub- Basin C includes 4,967 sf of impervious area and 76 sf of pervious area. Run-off generated in Sub-Basin C is captured by a hardscape inlet where it is conveyed through a storm pipe network to the stormwater chambers. Sub-Basin D Sub-Basin D includes paved areas and most of the landscape area on the southeast side of the lot. Sub-Basin D includes 5,636 sf of impervious area and 1,375 sf of pervious area. Run- off generated in Sub-Basin D is captured by an inlet where it is conveyed through a storm pipe network to the stormwater chambers. Sub-Basin E Sub-Basin E includes the paved areas on the west approach from the alley and the landscape areas on either side of the west approach. Sub-Basin E includes 359 sf of impervious area and 435 sf of pervious area. Run-off generated in Sub-Basin E sheet flows off-site into the alley. Sub-Basin F Sub-Basin F includes a small, paved area on the corner of the southeast lot. Sub-Basin F includes 94 sf of impervious area. Run-off generated in Sub-Basin F sheet flows off-site into the alley. P:22056_Stockman_Bank_Drive_Through (03/15/23) DME/RPE Sub-Basins B, C, and D, consisting of a total area of 18,658 sf (0.43 acres) and having a drainage coefficient of 0.78, are routed through the chamber system. Sub-Basins B, C, and D require a total retention volume of 1,101 ft3. The storm system and gravel base have a total retention volume of 1,160 ft3, making the storm system adequate to meet the storage requirements. Existing off-site drainage from existing sub-basins A and D is 0.1 cfs. Proposed off-site drainage from proposed sub-basins A, E and F is 0.05 cfs. The post-development off-site drainage has been improved to be less than the pre-development off-site drainage. Calculations are included in Appendix C. I. Calculations Q=7200 x C x I x A Where: C=0.78; i=0.41 in/hr; A= 0.48 acres Q=1,101 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 was 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 D. 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 16,483 sf = 687 cf P:22056_Stockman_Bank_Drive_Through (03/15/23) DME/RPE 687 cf will draw down in 4.9 hrs using the percolation rate of 3.36 in/hr from the trench excavated into native gravels. IV. Outlet Structures All runoff will be captured and retained on site. 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 – Hydrology Calculations Appendix D – Hydraulic Calculations Appendix E – O&M Plan Appendix F – Geotechnical Report Appendix G – ADS Chamber Details Snowload Building Stockman Bank Project No. 22056 APPENDIX A Exhibit A – Stormwater Existing Basins NORTHFILE: PROJECT NO: CAD: QUALITY ASSURANCE: DRAWING HISTORY DATE DESCRIPTION SECTION 12, TOWNSHIP 02S, RANGE 05E 22056_DRAINAGE_PRE - EXISTING BASINS STOCKMAN BANK DRIVE-THROUGH SPRINGBROOK ADD LOTS 1-12 BOZEMAN, MTEXHIBIT A- 22056_DRAINAGE_PRE.DWG DME 08/11/2022 100% CD - - - - - - - - - - - - -- 22056010SCALE: 1" = 10'20510 APPENDIX B Exhibit B – Stormwater Post-Development Basins Snowload Building Stockman Bank Project No. 22056 NORTHFILE: PROJECT NO: CAD: QUALITY ASSURANCE: DRAWING HISTORY DATE DESCRIPTION SECTION 12, TOWNSHIP 02S, RANGE 05E 22056_DRAINAGE_POST - POST-DEVELOPMENT BASINS STOCKMAN BANK DRIVE-THROUGH SPRINGBROOK ADD LOTS 1-12 BOZEMAN, MTEXHIBIT B- 22056_DRAINAGE_POST.DWG DME 08/11/2022 100% CD - - - - - - - - - - - - -- 22056010SCALE: 1" = 10'20510P:\22056_Snowload_Building_Stockman_Bank\CADD_C3D\PRODUCTION_DWG\22056_DRAINAGE_POST.dwg, POST-DEVELOPMENT BASINS, 8/11/2022 3:43:48 PM, deve, 1:1 APPENDIX C Hydrology Calculations Snowload Building Stockman Bank Project No. 22056 Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 14974.9989 0.344 0.95 1 0.95 0.95 0.33 2390.471 0.055 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 17365.4699 0.3987 0.3348 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.33 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 3.07 5 3.22 1.08 10 2.05 0.69 15 1.58 0.53 20 1.31 0.44 25 1.13 0.38 30 1.00 0.34 35 0.91 0.30 40 0.83 0.28 45 0.77 0.26 50 0.72 0.24 55 0.68 0.23 60 0.64 0.21 75 0.55 0.19 90 0.49 0.16 105 0.44 0.15 120 0.41 0.14 150 0.35 0.12 180 0.31 0.10 360 0.20 0.07 720 0.13 0.04 1440 0.08 0.03 983.23 ft3 1.08 (ft3/s) Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS PRE-DEVELOPED CONDITIONS (OVERALL ON-SITE DISCHARGE) Surface Type Pervious Totals = 0.8399 Cwd x Cf =0.84 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) 184.05 0.00 184.05 323.28 0.00 323.28 412.04 0.00 412.04 474.87 0.00 474.87 525.17 0.00 525.17 567.83 0.00 567.83 605.25 0.00 605.25 638.80 0.00 638.80 669.37 0.00 669.37 697.54 0.00 697.54 723.74 0.00 723.74 748.29 0.00 748.29 771.43 0.00 771.43 834.09 0.00 834.09 889.05 0.00 889.05 938.34 0.00 938.34 983.23 0.00 983.23 1063.10 0.00 1063.10 1133.15 0.00 1133.15 1444.27 0.00 1444.27 1840.81 0.00 1840.81 2346.22 0.00 2346.22 = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 952.5584 0.022 0.95 1 0.95 0.95 0.02 2660.9116 0.061 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 3613.47 0.0830 0.0299 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.03 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 0.27 5 3.22 0.10 10 2.05 0.06 15 1.58 0.05 20 1.31 0.04 25 1.13 0.03 30 1.00 0.03 35 0.91 0.03 40 0.83 0.02 45 0.77 0.02 50 0.72 0.02 55 0.68 0.02 60 0.64 0.02 75 0.55 0.02 90 0.49 0.01 105 0.44 0.01 120 0.41 0.01 150 0.35 0.01 180 0.31 0.01 360 0.20 0.01 720 0.13 0.00 1440 0.08 0.00 87.91 ft3 0.10 (ft3/s) 164.59 0.00 164.59 209.78 0.00 209.78 101.32 0.00 101.32 129.14 0.00 129.14 87.91 0.00 87.91 95.05 0.00 95.05 79.49 0.00 79.49 83.90 0.00 83.90 68.98 0.00 68.98 74.58 0.00 74.58 64.71 0.00 64.71 66.91 0.00 66.91 59.85 0.00 59.85 62.37 0.00 62.37 54.12 0.00 54.12 57.12 0.00 57.12 46.96 0.00 46.96 50.77 0.00 50.77 36.84 0.00 36.84 42.46 0.00 42.46 16.46 0.00 16.46 28.91 0.00 28.91 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.3609 Cwd x Cf =0.36 Runoff Volume Discharge Volume Site Detention Pervious Totals = RATIONAL METHOD FOR RUNOFF CALCULATIONS PRE-DEVELOPED CONDITIONS (OVERALL OFF-SITE DISCHARGE) Surface Type Impervious = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 16482.28 0.378 0.95 1 0.95 0.95 0.36 4519.25 0.104 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 21001.5378 0.4821 0.3750 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.38 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 3.44 5 3.22 1.21 10 2.05 0.77 15 1.58 0.59 20 1.31 0.49 25 1.13 0.42 30 1.00 0.38 35 0.91 0.34 40 0.83 0.31 45 0.77 0.29 50 0.72 0.27 55 0.68 0.25 60 0.64 0.24 75 0.55 0.21 90 0.49 0.18 105 0.44 0.17 120 0.41 0.15 150 0.35 0.13 180 0.31 0.12 360 0.20 0.07 720 0.13 0.05 1440 0.08 0.03 1,101.29 ft3 1.21 (ft3/s) 2061.84 0.00 2061.84 2627.94 0.00 2627.94 1269.21 0.00 1269.21 1617.69 0.00 1617.69 1101.29 0.00 1101.29 1190.75 0.00 1190.75 995.80 0.00 995.80 1051.01 0.00 1051.01 864.06 0.00 864.06 934.24 0.00 934.24 810.64 0.00 810.64 838.14 0.00 838.14 749.74 0.00 749.74 781.29 0.00 781.29 677.92 0.00 677.92 715.51 0.00 715.51 588.23 0.00 588.23 636.02 0.00 636.02 461.52 0.00 461.52 531.89 0.00 531.89 206.15 0.00 206.15 362.10 0.00 362.10 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.7779 Cwd x Cf =0.78 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (OVERALL ON-SITE DISCHARGE) Surface Type = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 453.90 0.010 0.95 1 0.95 0.95 0.01 1886.67 0.043 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 2340.57 0.0537 0.0164 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 9.16 0.15 5 3.22 0.05 10 2.05 0.03 15 1.58 0.03 20 1.31 0.02 25 1.13 0.02 30 1.00 0.02 35 0.91 0.01 40 0.83 0.01 45 0.77 0.01 50 0.72 0.01 55 0.68 0.01 60 0.64 0.01 75 0.55 0.01 90 0.49 0.01 105 0.44 0.01 120 0.41 0.01 150 0.35 0.01 180 0.31 0.01 360 0.20 0.00 720 0.13 0.00 1440 0.08 0.00 48.15 ft3 0.05 (ft3/s) 90.14 0.00 90.14 114.89 0.00 114.89 55.49 0.00 55.49 70.72 0.00 70.72 48.15 0.00 48.15 52.06 0.00 52.06 43.54 0.00 43.54 45.95 0.00 45.95 37.78 0.00 37.78 40.84 0.00 40.84 35.44 0.00 35.44 36.64 0.00 36.64 32.78 0.00 32.78 34.16 0.00 34.16 29.64 0.00 29.64 31.28 0.00 31.28 25.72 0.00 25.72 27.81 0.00 27.81 20.18 0.00 20.18 23.25 0.00 23.25 9.01 0.00 9.01 15.83 0.00 15.83 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.3051 Cwd x Cf =0.31 Runoff Volume Discharge Volume Site Detention Pervious Totals = RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (OVERALL OFF-SITE DISCHARGE) Surface Type Impervious = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 32098.42 0.737 0.95 1.1 1.05 1.00 0.74 4524.47 0.104 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 36622.8914 0.8407 0.7540 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.79 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 8.44 5 3.83 3.01 10 2.46 1.93 15 1.89 1.49 20 1.58 1.24 25 1.37 1.08 30 1.22 0.96 35 1.10 0.87 40 1.01 0.80 45 0.94 0.74 50 0.88 0.69 55 0.82 0.65 60 0.78 0.61 75 0.68 0.53 90 0.60 0.47 105 0.55 0.43 120 0.50 0.39 150 0.43 0.34 180 0.39 0.30 360 0.25 0.20 720 0.16 0.13 1440 0.10 0.08 2,836.87 ft3 3.01 (ft3/s) Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN A) Surface Type Pervious Totals = 0.8512 Cwd x Cf =0.94 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) 506.21 0.00 506.21 903.57 0.00 903.57 1159.67 0.00 1159.67 1341.92 0.00 1341.92 1488.35 0.00 1488.35 1612.85 0.00 1612.85 1722.26 0.00 1722.26 1820.53 0.00 1820.53 1910.19 0.00 1910.19 1992.93 0.00 1992.93 2069.97 0.00 2069.97 2142.22 0.00 2142.22 2210.39 0.00 2210.39 2395.28 0.00 2395.28 2557.77 0.00 2557.77 2703.73 0.00 2703.73 2836.87 0.00 2836.87 3074.17 0.00 3074.17 3282.71 0.00 3282.71 4213.12 0.00 4213.12 5407.22 0.00 5407.22 6939.77 0.00 6939.77 = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 22994.00 0.528 0.95 1.1 1.05 1.00 0.53 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 22994 0.5279 0.5279 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.53 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 5.66 5 3.83 2.02 10 2.46 1.30 15 1.89 1.00 20 1.58 0.83 25 1.37 0.72 30 1.22 0.64 35 1.10 0.58 40 1.01 0.53 45 0.94 0.49 50 0.88 0.46 55 0.82 0.44 60 0.78 0.41 75 0.68 0.36 90 0.60 0.32 105 0.55 0.29 120 0.50 0.26 150 0.43 0.23 180 0.39 0.20 360 0.25 0.13 720 0.16 0.08 1440 0.10 0.05 1,902.37 ft3 2.02 (ft3/s) Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN B) 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) 339.46 0.00 339.46 605.92 0.00 605.92 777.66 0.00 777.66 899.87 0.00 899.87 998.07 0.00 998.07 1081.55 0.00 1081.55 1154.92 0.00 1154.92 1220.83 0.00 1220.83 1280.95 0.00 1280.95 1336.43 0.00 1336.43 1388.09 0.00 1388.09 1436.55 0.00 1436.55 1482.26 0.00 1482.26 1606.24 0.00 1606.24 1715.21 0.00 1715.21 1813.08 0.00 1813.08 1902.37 0.00 1902.37 2061.49 0.00 2061.49 2201.34 0.00 2201.34 2825.26 0.00 2825.26 3626.01 0.00 3626.01 4653.72 0.00 4653.72 = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 1130.68 0.026 0.95 1.1 1.05 1.00 0.03 831.76 0.019 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 1962.4334 0.0451 0.0291 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.03 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 0.32 5 3.83 0.12 10 2.46 0.07 15 1.89 0.06 20 1.58 0.05 25 1.37 0.04 30 1.22 0.04 35 1.10 0.03 40 1.01 0.03 45 0.94 0.03 50 0.88 0.03 55 0.82 0.02 60 0.78 0.02 75 0.68 0.02 90 0.60 0.02 105 0.55 0.02 120 0.50 0.02 150 0.43 0.01 180 0.39 0.01 360 0.25 0.01 720 0.16 0.00 1440 0.10 0.00 109.11 ft3 0.12 (ft3/s) 207.97 0.00 207.97 266.91 0.00 266.91 126.26 0.00 126.26 162.04 0.00 162.04 109.11 0.00 109.11 118.23 0.00 118.23 98.37 0.00 98.37 103.99 0.00 103.99 85.01 0.00 85.01 92.12 0.00 92.12 79.61 0.00 79.61 82.39 0.00 82.39 73.47 0.00 73.47 76.65 0.00 76.65 66.24 0.00 66.24 70.02 0.00 70.02 57.24 0.00 57.24 62.03 0.00 62.03 44.60 0.00 44.60 51.61 0.00 51.61 19.47 0.00 19.47 34.75 0.00 34.75 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.6109 Cwd x Cf =0.67 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN C) Surface Type = Project: SNOWLOAD BUILDING STOCKMAN BANK Project #: 22056 Date: 10/21/2022 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) 5636.00 0.129 0.95 1.1 1.05 1.00 0.13 1375.00 0.032 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 7011 0.1610 0.1346 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.14 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 1.50 5 3.83 0.54 10 2.46 0.34 15 1.89 0.27 20 1.58 0.22 25 1.37 0.19 30 1.22 0.17 35 1.10 0.15 40 1.01 0.14 45 0.94 0.13 50 0.88 0.12 55 0.82 0.12 60 0.78 0.11 75 0.68 0.09 90 0.60 0.08 105 0.55 0.08 120 0.50 0.07 150 0.43 0.06 180 0.39 0.05 360 0.25 0.03 720 0.16 0.02 1440 0.10 0.01 506.04 ft3 0.54 (ft3/s) 964.53 0.00 964.53 1237.91 0.00 1237.91 585.57 0.00 585.57 751.53 0.00 751.53 506.04 0.00 506.04 548.37 0.00 548.37 456.25 0.00 456.25 482.29 0.00 482.29 394.29 0.00 394.29 427.27 0.00 427.27 369.24 0.00 369.24 382.13 0.00 382.13 340.74 0.00 340.74 355.50 0.00 355.50 307.21 0.00 307.21 324.74 0.00 324.74 265.49 0.00 265.49 287.70 0.00 287.70 206.86 0.00 206.86 239.37 0.00 239.37 90.30 0.00 90.30 161.18 0.00 161.18 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.7931 Cwd x Cf =0.87 Runoff Volume Discharge Volume Site Detention Pervious Totals = RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (BASIN D) Surface Type Impervious = APPENDIX D Hydraulic Calculations Snowload Building Stockman Bank Project No. 22056 Manning Formula: Circular Channel Input Flow 0.91 cfs Slope 0.005 ft/ft Manning's n 0.013 Diameter 8 in Output Depth 0.599 ft Flow Area 0.330 sf Velocity 2.75 fps Velocity Head 0.118 ft Top Width 0.403 ft Froude Number 0.536 Critical Depth 0.452 ft Critical Slope 0.00879 ft/ft 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 8IN SD.msd 1/19/2022 ManningSolver v1.019 Copyright (c) 2000 Current Applications Proposed 8" SD Max Flow Manning Formula: Circular Channel Input Flow 4.91 cfs Slope 0.005 ft/ft Manning's n 0.013 Diameter 15 in Output Depth 1.161 ft Flow Area 1.19 sf Velocity 4.13 fps Velocity Head 0.265 ft Top Width 0.644 ft Froude Number 0.537 Critical Depth 0.899 ft Critical Slope 0.00770 ft/ft 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 15IN SD.msd 1/19/2022 ManningSolver v1.019 Copyright (c) 2000 Current Applications Proposed 15" SD Max Flow Hydraulic Analysis Report Project Data Project Title: 22056 Snowload Stockman Bank Curb and Gutter Analysis: Sag Inlet Notes: Gutter Input Parameters Longitudinal Slope of Road: 0.0000 ft/ft Cross-Slope of Pavement: 0.0260 ft/ft Depressed Gutter Geometry Cross-Slope of Gutter: 0.0625 ft/ft Manning's n: 0.0150 Gutter Width: 1.5000 ft Gutter Result Parameters Design Flow: 2.5500 cfs Gutter Result Parameters Width of Spread: 7.4205 ft Gutter Depression: 0.6570 in Area of Flow: 0.7569 ft^2 Eo (Gutter Flow to Total Flow): 0.5158 Gutter Depth at Curb: 2.9722 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: 2.7500 ft Local Depression: 0.0000 in Inlet Result Parameters Perimeter: 5.7100 ft Effective Perimeter: 2.8550 ft Area: 3.6630 ft^2 Effective Area: 1.8315 ft^2 Depth at center of grate: 0.4459 ft Computed Width of Spread at Sag: 16.8219 ft Flow type: Weir Flow Efficiency: 1.0000 APPENDIX E O&M Plan Snowload Building Stockman Bank Project No. 22056 August 11, 2022 Project No. 22056 STORM DRAINAGE FACILITY MAINTENANCE PLAN FOR STOCKMAN BANK DRIVE-THROUGH 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 Snowload Building Stockman Bank. 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 Stockman Bank Stockman Bank will own all stormwater facilities which includes the chamber system, catch basins, manholes, 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:22056_SNOWLOAD_O&M 2 (08/11/22) 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 Stockman Bank Stockman Bank 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: __________________________________________ Stockman Bank Representative Snowload Building Stockman Bank Project No. 22056 APPENDIX F Geotechnical Report Drive-Up Stockman Bank Geotechnical Report Bozeman, Montana Prepared for: Stockman Bank Mr. Sam Hould PO Box 250 Miles City, Montana 59301 Prepared by: Pioneer Technical Services, Inc. 1309 Cole Avenue Helena, Montana 59601 April 2022 RESTORING OUR ENVIRONMENT  DESIGNING OUR FUTURE Geotechnical Report Drive-Up Stockman Bank Page i of ii Table of Contents 1 INTRODUCTION ..................................................................................................... 1 2 INVESTIGATION ..................................................................................................... 1 2.1 Site Description .................................................................................................................. 1 2.2 Geotechnical Investigation ................................................................................................ 1 2.2.1 Soil Lithology ...................................................................................................... 2 2.2.2 Groundwater Conditions .................................................................................... 2 2.3 Laboratory Testing ............................................................................................................. 3 2.3.1 Index and Engineering Properties ...................................................................... 3 2.3.2 Chemical Properties ........................................................................................... 3 2.4 Percolation Test ................................................................................................................. 4 3 ANALYSIS AND RECOMMENDATIONS .......................................................................... 4 3.1 Proposed Construction ...................................................................................................... 4 3.2 Subsurface Materials Discussion ....................................................................................... 5 3.3 Spread Footings ................................................................................................................. 5 3.4 Lateral Loads ...................................................................................................................... 6 3.5 Slab-On-Grade ................................................................................................................... 7 3.6 Crawl Space ........................................................................................................................ 7 3.7 Exterior Concrete Flatwork ................................................................................................ 7 3.8 Asphalt Pavement Typical Sections ................................................................................... 8 3.9 Seismic Considerations ...................................................................................................... 9 3.10 Underground Utilities and Excavation Stability ............................................................... 9 3.10.1 Excavation Layback ............................................................................................ 9 3.10.2 Underground Utilities ...................................................................................... 10 3.11 Site Drainage .................................................................................................................. 10 4 EARTHWORK TESTING ........................................................................................... 10 5 BASIS OF RECOMMENDATIONS ............................................................................... 11 6 REFERENCES ....................................................................................................... 13 Geotechnical Report Drive-Up Stockman Bank Page ii of ii List of Figures Figure 1. Borehole Locations List of Tables Table 1: Borehole Summary ............................................................................................................ 2 Table 2: Laboratory Index Data ....................................................................................................... 3 Table 3: Corrosivity Testing ............................................................................................................. 3 Table 4: PCA Concrete Sulfate Exposure Criteria ............................................................................ 4 Table 5: Percolation Testing Results ............................................................................................... 4 Table 6: Structural Fill (MPW 3-inch Minus Subbase Course) ........................................................ 6 Table 7: MPW 1.5-inch Minus Base Course .................................................................................... 6 Table 8: Lateral Earth Coefficients and Pressures .......................................................................... 6 Table 9: Asphalt Pavement Typical Section Thickness ................................................................... 8 Table 10: Seismic Coefficients ........................................................................................................ 9 Table 11: Compaction Testing Frequency..................................................................................... 11 Table 12: Required Relative Compaction ..................................................................................... 11 List of Appendices Appendix A Borehole Logs Appendix B Photograph Log Appendix C Laboratory Data Appendix D Seismic Data Revision No. Author Version Description Date Rev 0 A. Fetherston Draft Internal Review March 2022 Rev 1 A. Fetherston Draft Client Review 3/16/2022 Rev 2 A. Fetherston Final Client Submittal 4/28/2022 Geotechnical Report Drive-Up Stockman Bank Page 1 of 13 1 INTRODUCTION Stockman Bank contracted Pioneer Technical Services, Inc. (Pioneer) to complete a geotechnical investigation for the proposed Drive-Up Stockman Bank that will be constructed in Bozeman, Montana. Cushing Terrell is the project structural engineer and Sanderson Stewart is the project civil engineer. The purpose of the geotechnical investigation was to explore subsurface conditions at the proposed building location to provide information on soil characteristics, foundation recommendations, settlement estimates and/or swell potential, groundwater conditions, seismic site classification and parameters, lateral earth loads, slab-on-grade preparation recommendations, soil corrosivity concerns, frost depth and frost heave susceptibility, material specifications and compaction requirements, site grading and earthwork specifications, utility trench excavation recommendations, asphalt and concrete pavement typical sections, percolation rate for storm water design, and discussion of any unusual conditions. This report provides the conclusions of the investigation, results of laboratory testing and analyses, and design recommendations. 2 INVESTIGATION 2.1 Site Description The proposed drive-up bank will be located at the southwest corner of North 8th Avenue and West Mendenhall Street in Bozeman, Montana. The drive-up bank will be constructed on an approximately 0.48-acre site which is currently an asphalt-paved parking lot. The site is bordered by developed lots on the south and west. The site slopes mildly from the northeast down to the southwest. The site is located in the Southwest ¼ of the Northeast ¼ of Section 12, Township 2 South, Range 5 East. 2.2 Geotechnical Investigation Pioneer drilled four boreholes (BH-01 through BH-04) at the proposed building corners and one borehole (Perc-01) in the southwestern landscape island. Drilling work was performed on March 3, 2022, by Boland Drilling of Great Falls, Montana, under subcontract to Pioneer. The boreholes were advanced using a Mobile B-59 truck-mounted drill rig using hollow stem augers. A geotechnical engineer for Pioneer logged the borehole lithology and collected samples for laboratory testing. Table 1 lists a borehole summary and Figure 1 shows a site map with the borehole locations. Geotechnical Report Drive-Up Stockman Bank Page 2 of 13 Table 1: Borehole Summary BORE HOLE NO. DEPTH (feet) APPROXIMATE LOCATION1 DEPTH TO GRAVEL (feet) NOTE BH-01 15.5 Southwest building corner 6.0 Auger refusal at 14.0 feet BH-02 16.3 Northwest building corner 6.3 Auger refusal at 14.8 feet BH-03 16.0 Northeast building corner 9.5 Auger refusal at 16.0 feet BH-04 14.9 Southeast building corner 8.5 Auger refusal at 14.0 feet Perc-01 4.0 Southwest landscape island N/A N/A 1 See Figure 1 for borehole locations. Borehole coordinates are listed on borehole logs. During the investigation in-situ strengths were collected via Standard Penetration Tests (SPTs) using a 2-inch outside diameter split-spoon sampler that was driven into the soil using a standard 140-pound safety hammer falling from a height of 30 inches. The SPT blow counts recorded in the borehole logs (Appendix A) are field measured blow counts (Nm). These blow counts have not been corrected for factors such as overburden stress, borehole diameter, rod length, and hammer energy. Geotechnical samples were collected from each SPT interval and field classified in general accordance with ASTM International (ASTM) D2488 (Standard Practice for Description and Identification of Soils [Visual – Manual Procedure]). Appendix A contains the detailed borehole logs, and Appendix B contains photographs of the investigation and soil samples. The stratification lines shown on the borehole logs represent the approximate boundary between soil types as observed within the boreholes. The actual in-situ transition is variable because of the nature and depositional characteristics of natural soil. Interpolation of subsurface conditions beyond the location of the boreholes may be unreliable as soil conditions can change rapidly in both lateral and vertical directions. 2.2.1 Soil Lithology Geologically, the site is at the interface of early Pleistocene braid plain alluvium and the Sixmile Creek Formation (MBMG, 2002). Site soil consisted of soft lean clay or silt overlying dense to very dense clayey gravel and poorly graded gravel with sand and cobbles. The thickness of the fine-grained layer ranged from 6.0 feet to 9.5 feet as displayed in Table 1. 2.2.2 Groundwater Conditions Groundwater was encountered in BH-01 at approximately 14.5 feet below ground surface and in BH-02 at approximately 14.3 feet below ground surface. A review of local well logs on the Montana Bureau of Mines and Geology (MBMG) Ground-Water Information Center (GWIC) website indicates the static groundwater levels for nearby wells were 15 feet to 20 feet below ground surface at the time the wells were installed. The groundwater level likely fluctuates seasonally and could potentially be a construction concern if construction takes place during the high groundwater season. Please note that groundwater conditions shown on the borehole logs are only applicable for the dates of the drilling. Geotechnical Report Drive-Up Stockman Bank Page 3 of 13 2.3 Laboratory Testing Samples collected during drilling were transported and analyzed at Pioneer’s American Association of State Highways and Transportation Officials (AASHTO)/ASTM-accredited materials testing laboratory located in Helena, Montana. Select samples were tested for their index (physical) and chemical properties. 2.3.1 Index and Engineering Properties A summary of the laboratory testing results is presented in Table 2. Appendix C provides the complete laboratory testing results. Table 2: Laboratory Index Data BORE HOLE NO. DEPTH (feet) USCS SYMBOL LIQUID LIMIT (%) PLASTIC LIMIT (%) PLASTICITY INDEX (%) GRADATION ANALYSIS GRAVEL SAND FINES (%) (%) (%) Comp1 10 GC 26 18 8 46 39 15 BH-02 5 CL 42 25 17 3 10 87 BH-03 7.5 ML 44 29 15 5 13 82 1Samples at 10-foot depth from BH-01 through BH-04 were combined to provide adequate sample volume to perform index tests. USCS: United Soil Classification System Subsurface moisture conditions were visually described as ‘dry’, ‘moist’, and ‘wet’. Moisture contents ranged from 3 percent to 25 percent. The average moisture content of the fine-grained layer and dense/very dense gravel was 23 percent and 4 percent, respectively. 2.3.2 Chemical Properties Corrosivity testing (soluble sulfate, pH, and resistivity) was conducted to determine if the native soil could be corrosive to buried concrete or metal associated with the proposed construction. The pH and soluble sulfate testing were subcontracted to Alpine Analytical Laboratory located in Helena, Montana. A summary of corrosivity testing results is presented in Table 3. Table 3: Corrosivity Testing BORE HOLE NO. DEPTH (feet) USCS SYMBOL pH (s.u.) RESISTIVITY (ohm-cm) SOLUBLE SULFATE (%) BH-02 5 CL 8.06 1,030 0.00278 Ohm-cm: ohms-centimeter. s.u.: standard unit. USCS: Unified Soil Classification System. Criteria from the American Water Works Association (AWWA) and by the Portland Cement Association (PCA) were used to evaluate soil corrosiveness. The PCA criteria for concrete exposed to sulfate-containing soil (PCA, 2007) are listed in Table 4. Geotechnical Report Drive-Up Stockman Bank Page 4 of 13 Table 4: PCA Concrete Sulfate Exposure Criteria SULFATE (SO4) CONTENT IN SOIL (%) SULFATE EXPOSURE RECOMMENDED CEMENT TYPE MAXIMUM WATER/CEMENT RATIO Less than 0.10 Negligible No special type required -- 0.10 to 0.20 Moderate Type II cement 0.50 0.20 to 2.00 Severe Type V cement 0.45 Over 2.00 Very Severe Type V cement plus pozzolan or slag 0.40 The native site soil is considered corrosive to buried metallic elements. Cathodic protection should be used for on-site metallic utilities. Alternatively, use of high-density polyethylene (HDPE) or polyvinyl chloride (PVC) utility pipes and culverts is recommended in lieu of metallic products. The sulfate testing results indicate the on-site soil has a negligible exposure to concrete sulfate attack. Type I or Type I/II cements are acceptable for all cast-in-place structural concrete exposed to the native soil. 2.4 Percolation Test During the investigation, Pioneer drilled one borehole to perform a storm water percolation rate test to facilitate the civil design. Percolation test hole Perc-01 was drilled to a depth of 4 feet at the location shown on Figure 1. A soil sample was collected at the bottom of the test hole and classified for the United States Department of Agriculture (USDA) classification. Perc-01 was attempted during the geotechnical investigation on March 3, 2022 but was not completed due to surficial runoff from snowmelt adversely impacting the test. The percolation test was then performed on April 14, 2022. The percolation test was conducted according to the procedure outlined in the Montana Department of Environmental Quality (DEQ) Circular DEQ 4, Montana Standards for Subsurface Wastewater Treatment Systems, Appendix A (DEQ, 2013). One 4-inch diameter perforated PVC pipe was installed in the test hole, and approximately 2 inches of washed gravel was placed in the bottom of the percolation pipe to minimize scour during the addition of water. Percolation results are summarized in Table 5. Table 5: Percolation Testing Results TEST NO. DEPTH (feet) PERCOLATION RATE (minutes per inch) USDA SOIL CLASSIFICATION PERCENT FINES PASSING #200 Perc-01 4 120 Silt Loam 81 3 ANALYSIS AND RECOMMENDATIONS 3.1 Proposed Construction Construction will consist of a single-story drive-up canopy and teller structure with an approximate footprint of 4,000 square feet. The building will consist of light gauge metal framing and structural steel with an exterior stone-masonry veneer and either incorporate a slab- Geotechnical Report Drive-Up Stockman Bank Page 5 of 13 on-grade floor system or a crawl space. Additional site improvements will include landscaping, buried utilities, a paved parking area, and storm water retention measures. No retaining walls or terraces are expected. 3.2 Subsurface Materials Discussion The soft, fine-grained soil extending between 6.0 feet and 9.5 feet below the ground surface is problematic to found the building on because it will be prone to settlement when a newly imposed structure load is applied to it. Given the potential for excessive settlement and the relatively shallow depth to dense/very dense gravel, Pioneer’s preferred recommendation is to over-excavate and remove the soft clay/silt from under the footing locations to the dense/very dense gravel. Other suitable alternatives to found the building include using ground improvement techniques (engineered aggregate piers) or a deep foundation (helical piers) to bypass the problematic soft clay/silt and found the building directly on the gravels. Per preliminary discussions with the design team, over-excavation was selected as the preferred alternative. 3.3 Spread Footings For interior and exterior spread footings, Pioneer recommends the following: 1. Bottom of exterior footings are to be located at least 48 inches below final grade to mitigate frost potential. 2. Over-excavate and remove the soft fine-grained soil from under the footing locations. The over-excavation should extend to the dense/very dense gravel starting at 6.0 feet to 9.5 feet below the ground surface. a. Horizontally, the excavated zone should extend a ratio of 0.5 horizontal to 1 vertical (0.5H:1V) below the footing. For example, if 5 feet of over-excavation (below bottom of footing) is required to reach the dense/very dense gravel, the over-excavation should be extended 2.5 feet horizontally beyond the footing. 3. Provide an opportunity for Pioneer’s geotechnical engineer to inspect the bottom of the excavation to verify the soft fine-grained soil is removed. 4. Moisture condition subgrade to plus or minus 2 percent of optimum moisture content and compact to a standard relative compaction (ASTM D698) of at least 98 percent. 5. Place and compact structural fill to design grades. Place structural fill in 8-inch (maximum) loose lifts and compact each lift to a standard relative compaction of at least 98 percent. Structural fill should meet gradation requirements listed in Table 6. 6. At the contractor’s option, base course meeting gradation requirements listed in Table 7 may be substituted for the top lift of structural fill under the footings to assist with fine grading the finish surface. Base course must be compacted to a standard relative compaction of at least 98 percent. Geotechnical Report Drive-Up Stockman Bank Page 6 of 13 Table 6: Structural Fill (MPW 3-inch Minus Subbase Course) SIEVE SIZE PERCENT PASSING 3-inch 100 No. 4 25 - 60 No. 40 10 - 30 No. 200 2 - 10 Table 7: MPW 1.5-inch Minus Base Course SIEVE SIZE PERCENT PASSING 1.5-inch 100 No. 4 25 - 60 No. 200 0 - 8 Provided recommendations listed above are performed, Pioneer recommends an allowable soil bearing capacity of 4,000 pounds per square foot (psf). Based on theory of elasticity, total and differential settlement are anticipated to be less than 1-inch and ½-inch, respectively. The friction coefficient (µ) can be taken as 0.40 for sliding against structural fill/base course. Ensure there is positive drainage away from the open footing excavations to keep all surface water from draining into the excavations. This also applies to final grading, where positive drainage must be incorporated around the entire building perimeter. 3.4 Lateral Loads The native soil is suitable for backfill against the foundation stem walls. Place the backfill in 8-inch (maximum) loose lifts and compact each lift to a standard relative compaction of at least 95 percent. Reinforced concrete wall design can use the following list of lateral pressure loading values based on conservatively assumed strength values from the native backfill for an internal angle of friction (φ) equal to 28 degrees, a cohesion (c) value of 0 pounds psf, a moist unit weight of 115 pounds per cubic foot (pcf), and an equivalent fluid weight of 42 pcf. Lateral earth coefficients (based on level backfill) are listed in Table 8. Table 8: Lateral Earth Coefficients and Pressures LATERAL EARTH PRESSURE COEFFICIENT (K) Active 0.36 Passive 2.77 At-Rest 0.53 These values can also be used for any potential retaining walls planned for the project provided similar backfill is used. Geotechnical Report Drive-Up Stockman Bank Page 7 of 13 3.5 Slab-On-Grade For a slab-on-grade floor system, Pioneer recommends the following: 1. Over-excavate 12 inches beneath the slab. 2. Moisture condition subgrade to plus or minus 2 percent of optimum moisture content and compact to a standard relative compaction of at least 95 percent. 3. Place and compact structural fill to design grades. Place structural fill in 8-inch (maximum) loose lifts and compact each lift to a standard relative compaction of at least 95 percent. Structural fill should meet gradation requirements listed in Table 6. 4. At the contractor’s option, base course meeting gradation requirements listed in Table 7 may be substituted for the structural fill under the slab-on-grade to assist with fine grading the finish surface. Base course must be compacted to a standard relative compaction of at least 95 percent. 5. Place a 15-mil polyolefin vapor barrier under the slab-on-grade. Per PCA’s Concrete Floors on Ground (PCA, 2008), the vapor barrier should be installed over the structural fill prior to pouring the concrete slab if the slab is being placed without a watertight roofing system in place. The vapor barrier can be installed under the structural fill if the slab is being placed with a watertight roofing system in place. For structural design of the concrete slab, Pioneer recommends using a subgrade modulus of 150 pounds per square inch per inch (pci). 3.6 Crawl Space For a crawl space system, Pioneer recommends the following: 1. Install an internal (within crawl space footprint) dewatering system. 2. Grade crawl space floor to provide positive draining toward a low point and install a sump pump at the low point. 3. Place approximately 4 inches of loose, washed gravel (ASTM C33 coarse concrete aggregate) across footprint to provide a drainage layer. 4. Place vapor barrier over top of washed gravel. 3.7 Exterior Concrete Flatwork For the concrete flatwork Pioneer recommends the following: 1. Excavate to design grade. a. 8 inches of base course is recommended below concrete flat work at locations exposed to vehicle traffic. b. 6 inches of base course is recommended below concrete flat work at pedestrian locations. 2. Moisture condition subgrade to plus or minus 2 percent of optimum moisture content and compact to a standard relative compaction of at least 95 percent. Geotechnical Report Drive-Up Stockman Bank Page 8 of 13 3. At locations exposed to vehicle traffic place a nonwoven geotextile over the compacted subgrade soil prior to placing any base course. Geotextile should meet the engineering properties of Propex Geotex 401 Nonwoven Geotextile or equivalent and be placed per manufacturer’s recommendations. 4. Place and compact base course to design grades. Place base course in 8-inch (maximum) loose lifts and compact each lift to a standard relative compaction of at least 95 percent prior to forming for the concrete flatwork. Base course should meet gradation requirements listed in Table 7. 5. Exterior slabs for vehicle use should be at least 6 inches in thickness. Exterior slabs for pedestrian use should be at least 4 inches in thickness. 6. To help control shrinkage cracking, Pioneer suggests concrete slabs be reinforced with #4 reinforcing steel placed 18-inches on center or wire mesh reinforcement (6x6 W2.9xW2.9 WWF). Provide wire supports and spacers to support all reinforcement in proper locations and tie adequately at intersections to hold reinforcement firmly in position while concrete is placed. Wire supports and spacers which rest on exposed surfaces will be hot dipped galvanized or plastic coated. Center the welded wire reinforcement in the slab. 7. Space construction and control joints a maximum of 8 feet on-center. All saw cut joints should be ‘soft cut’ sawn as soon as allowed by the saw manufacturer’s recommendations. After the slab finishing has been completed, construct joints within 4 hours in hot weather and within 12 hours in cold weather after slab finish is completed. 8. Install expansion joints between slabs no more than 40 feet apart at sidewalk/driveway and sidewalk/doorway entry interfaces. At each of these locations, provide expansion joints having a minimum ¾-inch width. Fill all expansion joints with a field-molded sealant. 3.8 Asphalt Pavement Typical Sections Pioneer recommends the asphalt typical sections listed in Table 9. Light-duty and heavy-duty asphalt typical sections have been provided based on anticipated use. The light-duty asphalt typical section is appropriate for parking lot and access routes used by passenger vehicles and occasional truck traffic. The heavy-duty section should be used for routes or zones exposed to frequent, heavy truck traffic or locations which the heavy trucks will be starting/stopping/turning sharply. Table 9: Asphalt Pavement Typical Section Thickness TRAFFIC AREA ASPHALT CONCRETE (inches) BASE COURSE (inches) TOTAL (inches) Light-Duty Section (Parking lots with minimal truck traffic) 3 8 11 Heavy-Duty Section (Truck routes/zones) 4 12 16 Geotechnical Report Drive-Up Stockman Bank Page 9 of 13 For the asphalt pavement Pioneer recommends the following: 1. Excavate to design elevations. 2. Moisture condition subgrade to plus or minus 2 percent of optimum moisture content and compact to a standard relative compaction of at least 95 percent. 3. Place a nonwoven geotextile over the compacted subgrade soil prior to placing any base course. Geotextile should meet the engineering properties of Propex Geotex 401 Nonwoven Geotextile or equivalent and be placed per manufacturer’s recommendations. 4. Place and compact base course to design grades. Place base course in 8-inch (maximum) loose lifts and compact each lift to a standard relative compaction of at least 95 percent. Base course should meet gradation requirements listed in Table 7. 5. Provide asphalt plant mix with binder material meeting PG 58-28 grade and aggregates meeting the current MPW Type B grading requirements. 6. Compact asphalt to at least 93 percent of its Rice density (AASHTO T209). Maximum asphalt lift thickness is 3 inches, therefore, asphalt for the heavy-duty section must be placed in 2 lifts. 3.9 Seismic Considerations The seismic coefficients were estimated using ASCE7-16 and Risk Category II (ASCE7-16 is based on the 2018 International Building Code). Seismic coefficients are presented in Table 10. The seismic coefficients data sheet is included in Appendix D. Table 10: Seismic Coefficients Site Class Definition D Seismic Design Category N/A1 Mapped Spectral Response Acceleration Parameter, SS for 0.2 second 0.685g Mapped Spectral Response Acceleration Parameter, S1 for 1.0 second 0.215g Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SMS 0.858g Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SM1 N/A1 Design Spectral Response Acceleration Parameter, SDS 0.572g Design Spectral Response Acceleration Parameter, SD1 N/A1 1See ASCE7-16 Section 11.4.8. 3.10 Underground Utilities and Excavation Stability For excavations, the soil meets the Occupational Safety and Health Administration’s (OSHA’s) 29 CFR Part 1926 requirements for a Type B soil. The steepest unsupported slope within a Type B soil is set at 1H:1V. 3.10.1 Excavation Layback Excavation shoring might be needed for the over-excavation along the east side of the site due to proximity to the sidewalk along North 8th Avenue pending final building layout. Assuming it is 9 feet to the dense/very dense gravel, a 5-foot over-excavation (below bottom of footing) would be required. For a 5-foot over-excavation, the excavation should horizontally extend 2.5 feet outside Geotechnical Report Drive-Up Stockman Bank Page 10 of 13 the footing perimeter (see Section 3.3). For a 9-foot vertical excavation and a 1H:1V slope as required by OSHA, another 9 feet is needed horizontally, totaling 11.5 feet. If there is not enough space between the edge of the footing and the sidewalk and excavation shoring is needed, lateral loads in Section 3.4 should be used for design. Construction live loads and pedestrian traffic should be prohibited above excavation surface. 3.10.2 Underground Utilities For utility trench excavations, use Type I bedding soil beneath and up to 6 inches above the top of the pipe. Type I bedding soil is ¾-inch minus granular soil having a soluble sulfate content less than 0.1 percent and a resistivity greater than 3,000 ohm-centimeters. The native soil can be used as trench backfill above the bedding soil. Soil compaction in utility trenches deeper than 5 feet should be performed using a remote trench compactor or a Felco-style bucket on an excavator and observed by an inspector. Perform compaction testing on each lift from a depth of 5 feet to the top of the trench. Place the trench soil in 8-inch (maximum) loose lifts and compact to a standard relative compaction of at least 95 percent. 3.11 Site Drainage The volume change potential of the fine-grained soil is considered ‘low’ to ‘medium’ based on the physical properties of the soil. To minimize shrink/swell potential, Pioneer recommends the following be incorporated into the design: 1. During construction, ensure the site grading promotes positive drainage away from the open footing excavations to keep all surface water from draining into the excavations. 2. Final site grades (minimum 2 percent) should be designed and constructed to promote positive drainage away from the building perimeter. 3. If constructed with a crawlspace, a sump pump and internal drainage system should be installed within crawlspace. 4. Roof runoff water is to be collected in a gutter/downspout system and routed at least 20 horizontal feet away from the foundations. 5. Avoid placing plantings and irrigation systems immediately adjacent to the building. Consider placing dry landscaping 20 feet around the perimeter of the building. 4 EARTHWORK TESTING Pioneer recommends that a qualified inspector perform compaction testing for subgrade, structural fill, base course, backfill, and asphalt. Table 11 lists the suggested minimum compaction testing frequency. Geotechnical Report Drive-Up Stockman Bank Page 11 of 13 Table 11: Compaction Testing Frequency LOCATION FREQUENCY Beneath Strip Footings 1 test per 25 linear feet of footing per lift Beneath Column Footings 1 test per footing per lift Beneath Slab-On-Grade 1 test per 400 square feet per lift Foundation Wall Backfill 1 test per 50 linear feet per lift Exterior Concrete Flatwork 1 test per 1,000 square feet per lift or 1 test per 300 lineal feet per lift Pavement Sections 1 test per 300 lineal feet per lift Table 12 summarizes the material compaction specifications. Compaction testing should be performed on subgrade, structural fill, base course, backfill, and asphalt. Frozen soil, ice particles, and soil with organics, debris, or deleterious materials are not suitable for use as fill. Appropriate winter construction techniques must be used, as warranted, to protect subgrade, fill, and cast concrete from frost. Fill shall not be placed on top of frozen soil. Maximum loose lift thickness is 8 inches. Table 12: Required Relative Compaction LOCATION REQUIRED MINIMUM RELATIVE COMPACTION STANDARD Beneath Foundation Footings 98% ASTM D698 Beneath Slab-On-Grade 95% ASTM D698 Foundation Wall Backfill 95% ASTM D698 Exterior Concrete Flatwork 95% ASTM D698 Pavement Sections 95% ASTM D698 Asphalt 93% AASHTO T209 Concrete testing frequency should be performed according to project specifications and/or structural engineer requirements. 5 BASIS OF RECOMMENDATIONS The analyses and recommendations submitted in this report are based on the boreholes completed during the subsurface investigation and with general site familiarity. Often, variations occur within the subgrade, the nature and extent of which do not become evident until additional exploration or construction is conducted. Pioneer recommends geotechnical involvement be continued throughout the project to ascertain the recommendations presented herein (Geotechnical Report) have been properly interpreted both during design and construction. These services will reduce potential for misinterpretation of geotechnical design recommendations. Pioneer also recommends a geotechnical engineer be notified during the foundation excavation construction phase to evaluate the foundation soil and verify their resemblance to those encountered during the site investigation. This report is based on Pioneer’s understanding of the preliminary design location associated with the proposed Drive-Up Stockman Bank. If the location or proposed elevation profile change, please consult Pioneer to verify that these recommendations are still applicable. Geotechnical Report Drive-Up Stockman Bank Page 12 of 13 This report is for the exclusive use of Stockman Bank and their design team. In the absence of Pioneer’s written approval, Pioneer makes no representation and assumes no responsibility to other parties regarding this report. The data, analyses, and recommendations may not be appropriate for other structures or purposes. Other parties contemplating other structures or purposes should contact Pioneer. Services performed by Pioneer’s personnel for this project have been conducted with the level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is made. Professional Certification I hereby certify that this report was prepared by me and that I am a duly Licensed Professional Engineer under the laws of the State of Montana. Adam Fetherston, P.E. Mike Browne, P.E. Project Geotechnical Engineer Geotechnical Engineer Geotechnical Report Drive-Up Stockman Bank Page 13 of 13 6 REFERENCES DEQ, 2013. Circular DEQ 4, Montana Standards for Subsurface Wastewater Treatment Systems, 2013 Edition, Montana Department of Environmental Quality. MBMG, 2002. Preliminary Geologic Map of the Eastern Part of the Gallatin Valley, Montana, Open-File Report 457, Montana Bureau of Mines and Geology, Jeffrey D. Lonn and Alan R. English, 2002. MBMG, 2022. Montana Bureau of Mines and Geology Ground-Water Information Center, Accessed March 2022, https://mbmg.mtech.edu/mapper/mapper.asp?view=Wells& PCA, 2008. Concrete Floors on Ground, Fourth Edition, Portland Cement Association, Scott M. Tarr and James A. Farny. PCA, 2007. Concrete Technology, Effects of Substances on Concrete and Guide to Protective Treatments. Geotechnical Report Figures BH-01 PERC-01 NORTH 8TH AVENUEWEST MENDENHALL STREET BH-04 BH-03BH-02 ALLEY LEGEND BOREHOLE LOCATION PERCOLATION TEST LOCATION C:\USERS\AFETHERSTON\PIONEER TECHNICAL SERVICES\PIONEER GEOTECH - STOCKMAN BANK_BOZEMAN\DRAWINGS\BOREHOLE LOCATIONS STOCKMAN.DWG DATE: FIGURE TECHNICAL SERVICES, INC. IONEERP 1 DRIVE-UP STOCKMAN BANK BOREHOLE LOCATIONS 3/15/2022 201 E. BROADWAY, SUITE C HELENA, MONTANA 59601 406-457-8252 Geotechnical Report Appendix A Borehole Logs GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS:CA:Casing Advancer ST:DA:Drill Auger CB:HA: Hand Auger DB:RB: Rock Bit BS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted Thin-Walled Tube - 3" O.D., unless otherwise noted California Sampler - 2" I.D., 2.5" O.D., unless otherwise noted Diamond Bit Coring - 4", NX, unless otherwise noted Bulk Sample or Auger Sample GS:Grab Sample The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". The field blow counts are reported for each 6-inch interval, or portion thereof if greater than 50 blows are required to advance the full 6-inch interval. For over-sized split spoon samplers, non-standard hammers, or non-standard drop heights, the field penetration values are reported on the bore log. The values must be corrected to obtain the N-value. WL: Water Level WS: While Sampling NE: Not Encountered WCl: Wet Cave in WD: While Drilling DCI: Dry Cave in BCR: Before Casing Removal AB: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System, Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: gravel or sand. Cobbles and boulders are not part of the USCS system but are included, when present, as percentages. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; depending on their plasticity, they are described as clays or silts. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Compressive Strength, Qu, psf Standard Penetration or N-value (SS) Blows/Ft. Consistency Standard Penetration or N-value (SS) Blows/Ft. California Barrel (CB) Blows/Ft. Relative Density < 500 < 2 Very Soft 0 - 4 0 - 6 Very Loose 500 - 1,000 2 - 4 Soft 5 - 10 7 - 18 Loose 1,001 - 2,000 5 - 8 Medium Stiff 11 - 30 19 - 58 Medium Dense 2,001 - 4,000 9 - 15 Stiff 31 - 50 59 - 98 Dense 4,001 - 8,000 16 - 30 Very Stiff 50 + 99 + Very Dense 8,000 + 30 + Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL USCS* GRAIN SIZE TERMINOLOGY Descriptive Term(s) of other constituents Percent of Dry Weight Major Component of Sample Particle Size Trace < 15 Boulders Over 12 in. (300mm) With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75 mm) Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) *For AASHTO grain size the #4 sieve is replaced with the #10 sieve RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Term(s) of other constituents Percent of Dry Weight Term Plasticity_Index Trace < 5 Non-Plastic 0 With 5 - 12 Slightly 1 - 5 Modifiers > 12 Low 6 - 10 Medium 11 - 20 High 21 - 40 Very Highly > 40 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels Less than 5% fines Cu ≥ 4 and 1≤ Cc ≤ 3 GW Well-graded Gravel F Cu < and/or 1 > Cc > 3 GP Poorly graded gravel F Gravels with Fines More than 12% fines Fines classify as ML or MH GM Silty Gravel F,G,H Fines classify as CL or CH GC Clayey Gravel F,G,H Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% fines Cu ≥ 6 and 1 ≤ Cc ≤ 3 SW Well-graded Sand I Cu < 6 and/or 1 > Cc > 3 SP Poorly graded Sand I Sands with Fines More than 12% fines Fines classify as ML or MH SM Silty Sand G,H,I Fines classify as CL or CH SC Clayey Sand G,H,I Fine-Grained Soils 50% or more passes the No. 200 sieve Silts and Clays Liquid limit less than 50 inorganic PI > 7 and plots on or above "A" line CL Lean Clay K,L,M PI < 4 or plots below "A" line ML Silt K,L,M organic Liquid limit - oven dried < 0.75 OL Organic Clay K,L,M,N Liquid limit - not dried Organic Silt K,L,M,Q Silts and Clays Liquid Limit 50 or more inorganic PI plots on or above "A" Line CH Fat Clay K,L,M PI plots below "A" line MH Elastic Silt K,L,M organic Liquid limit - oven dried < 0.75 OH Organic Clay K,L,M,P Liquid limit - not dried Organic Silt K,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt. GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay. E 1060/DDCu 6010 2 30)( DD DCc F If soil contains ≥ 15% sand, add "with sand" to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add "with organic fines" to group name. I If soil contains ≥ 15% gravel, add "with gravel" to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add "with sand" or " with gravel," whichever is predominant. L If soil contains ≥ 30% plus No. 200, predominantly sand, add "sandy" to group name. M If soil contains ≥ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. N PI ≥ 4 and plots on or above "A" line. O PI < 4 or plots below "A" line. P PI plots on or above "A" line. Q PI plots below "A" line. Asphalt. BASE COURSE, Well-Graded GRAVEL with sand (GW), moist, dark brown, subrounded. Lean CLAY (CL), medium stiff to soft, moist, brown. Low plasticity, transitions to SILT with sand. Clayey GRAVEL with sand (GC), Cobbles, dense tovery dense, dry to wet, brown to gray, fine to coarse grained, subrounded to subangular. Boring Depth: 15.5 ft, Elevation: 70 70 50 100 45 65 24 5 26 18 15 Auger refusal at 14.0' 1 - 5 - 2 1 - 2 - 2 1 - 2 - 6 13 - 20 - 19 15 - 28 - 50/0.3ft 15 - 32 - 20 0.20.5 6.0 15.5 LOG OF BORING LithologyMaterial Description OperationSample TypeRecovery (%)RQD (%)Township Range and Section:MC (%)LLPL-200 (%)DDRemarks andOther Tests Blow CountLocationSource:Handheld GPS, Uncorrected Depth (ft) Depth(ft) Elev. (ft) 2 4 6 8 10 12 14 201 E Broadway Ste CHelena, MT 59601 Phone: 406-457-8252Fax: 442-1158 (2) MDT LOG OF BORING - MDT_REVISED_2009+(CPT_IMPORT).GDT - 3/16/22 15:02 - C:\USERS\AFETHERSTON\PIONEER TECHNICAL SERVICES\PIONEER GEOTECH - STOCKMAN BANK_BOZEMAN\LOGS\STOCKMAN BH LOGS.GPJRemarks:Water Level Observations AfterDrilling: DuringDrilling:14.5 ftAfterDrilling: Driller:C. Tigart Logger:A. Fetherston Project Number: Stockman Bank BozemanProject: Date Started:3/3/22 Date Finished:3/3/22 UPN:Datum:NAD83 System:MT S.P. (E) Abandonment Method:Backfilled with Cuttings DrillingFluid:None Boring Diameter:4" ID Hammer:Auto Rig:Mobile B-59 Sheet 1 of 1 Station:Offset: Top of Boring Elevation: ft ElevationSource:Plans Boring LocationCoordinates:N 525,333.7 ftE 1,572,981.8 ft Boring BH-01 Asphalt. BASE COURSE, Well-Graded GRAVEL with sand (GW), moist, dark brown, subrounded. Lean CLAY (CL), soft, moist, brown to dark brown. Low plasticity. Clayey GRAVEL with sand (GC), Cobbles, dense tovery dense, dry to wet, brown to gray, fine to coarse grained, subrounded to subangular. Boring Depth: 16.3 ft, Elevation: 45 100 65 90 65 25 5 42 26 25 18 87 15 Bulk sample at 5.0' Auger refusal at 14.8' 1 - 2 - 2 1 - 2 - 4 15 - 15 - 18 11 - 23 - 27 10 - 16 - 28 0.20.5 6.3 16.3 LOG OF BORING LithologyMaterial Description OperationSample TypeRecovery (%)RQD (%)Township Range and Section:MC (%)LLPL-200 (%)DDRemarks andOther Tests Blow CountLocationSource:Handheld GPS, Uncorrected Depth (ft) Depth(ft) Elev. (ft) 2 4 6 8 10 12 14 16 201 E Broadway Ste CHelena, MT 59601 Phone: 406-457-8252Fax: 442-1158 (2) MDT LOG OF BORING - MDT_REVISED_2009+(CPT_IMPORT).GDT - 3/16/22 15:02 - C:\USERS\AFETHERSTON\PIONEER TECHNICAL SERVICES\PIONEER GEOTECH - STOCKMAN BANK_BOZEMAN\LOGS\STOCKMAN BH LOGS.GPJRemarks:Water Level Observations AfterDrilling: DuringDrilling:14.3 ftAfterDrilling: Driller:C. Tigart Logger:A. Fetherston Project Number: Stockman Bank BozemanProject: Date Started:3/3/22 Date Finished:3/3/22 UPN:Datum:NAD83 System:MT S.P. (E) Abandonment Method:Backfilled with Cuttings DrillingFluid:None Boring Diameter:4" ID Hammer:Auto Rig:Mobile B-59 Sheet 1 of 1 Station:Offset: Top of Boring Elevation: ft ElevationSource:Plans Boring LocationCoordinates:N 525,373.8 ftE 1,572,982.5 ft Boring BH-02 Asphalt. BASE COURSE, Well-Graded GRAVEL with sand (GW), moist, dark brown, subrounded. Lean CLAY (CL), medium stiff, moist, brown. Low plasticity. SILT with sand (ML), stiff, moist, brown, fine grained.Low plasticity. Clayey GRAVEL with sand (GC), Cobbles, verydense, dry, brown to gray, fine to coarse grained,subrounded to subangular. Boring Depth: 16.0 ft, Elevation: 30 30 65 90 100 21 44 26 29 18 82 15 Grinding on gravel at 9.5' Auger refusal at 16.0' aftersplit spoon sample takenat 15.0' 1 - 3 - 2 2 - 3 - 2 3 - 5 - 6 13 - 28 - 50/0.3ft 50/0.4ft 0.20.5 7.0 9.5 16.0 LOG OF BORING LithologyMaterial Description OperationSample TypeRecovery (%)RQD (%)Township Range and Section:MC (%)LLPL-200 (%)DDRemarks andOther Tests Blow CountLocationSource:Handheld GPS, Uncorrected Depth (ft) Depth(ft) Elev. (ft) 2 4 6 8 10 12 14 16 201 E Broadway Ste CHelena, MT 59601 Phone: 406-457-8252Fax: 442-1158 (2) MDT LOG OF BORING - MDT_REVISED_2009+(CPT_IMPORT).GDT - 3/16/22 15:02 - C:\USERS\AFETHERSTON\PIONEER TECHNICAL SERVICES\PIONEER GEOTECH - STOCKMAN BANK_BOZEMAN\LOGS\STOCKMAN BH LOGS.GPJRemarks:Water Level Observations AfterDrilling: DuringDrilling:Not EncounteredAfterDrilling: Driller:C. Tigart Logger:A. Fetherston Project Number: Stockman Bank BozemanProject: Date Started:3/3/22 Date Finished:3/3/22 UPN:Datum:NAD83 System:MT S.P. (E) Abandonment Method:Backfilled with Cuttings DrillingFluid:None Boring Diameter:4" ID Hammer:Auto Rig:Mobile B-59 Sheet 1 of 1 Station:Offset: Top of Boring Elevation: ft ElevationSource:Plans Boring LocationCoordinates:N 525,372.3 ftE 1,573,059.2 ft Boring BH-03 Asphalt. BASE COURSE, Well-Graded GRAVEL with sand (GW), moist, dark brown, subrounded. SILT with sand (ML), soft to medium stiff, moist, brown, fine grained. Low plasticity. Clayey GRAVEL with sand (GC), Cobbles, dense to very dense, dry, brown to gray, fine to coarse grained, subrounded to subangular. Boring Depth: 14.9 ft, Elevation: 45 50 85 100 70 24 20 3 26 18 15 Auger refusal at 14.0' 1 - 2 - 2 2 - 3 - 4 2 - 4 - 10 14 - 22 - 17 29 - 50/0.4ft 0.20.5 8.5 14.9 LOG OF BORING LithologyMaterial Description OperationSample TypeRecovery (%)RQD (%)Township Range and Section:MC (%)LLPL-200 (%)DDRemarks andOther Tests Blow CountLocationSource:Handheld GPS, Uncorrected Depth (ft) Depth(ft) Elev. (ft) 2 4 6 8 10 12 14 201 E Broadway Ste CHelena, MT 59601 Phone: 406-457-8252Fax: 442-1158 (2) MDT LOG OF BORING - MDT_REVISED_2009+(CPT_IMPORT).GDT - 3/16/22 15:02 - C:\USERS\AFETHERSTON\PIONEER TECHNICAL SERVICES\PIONEER GEOTECH - STOCKMAN BANK_BOZEMAN\LOGS\STOCKMAN BH LOGS.GPJRemarks:Water Level Observations AfterDrilling: DuringDrilling:Not EncounteredAfterDrilling: Driller:C. Tigart Logger:A. Fetherston Project Number: Stockman Bank BozemanProject: Date Started:3/3/22 Date Finished:3/3/22 UPN:Datum:NAD83 System:MT S.P. (E) Abandonment Method:Backfilled with Cuttings DrillingFluid:None Boring Diameter:4" ID Hammer:Auto Rig:Mobile B-59 Sheet 1 of 1 Station:Offset: Top of Boring Elevation: ft ElevationSource:Plans Boring LocationCoordinates:N 525,332.2 ftE 1,573,058.4 ft Boring BH-04 Geotechnical Report Appendix B Photograph Log Stockman Bank Bozeman Geotechnical Investigation Page 1 of 6 Picture # 1: BH-01 Looking Southeast Picture # 2: BH-01 Split Spoon at 0.25’ Picture # 3: BH-01 Split Spoon at 2.5’ Picture # 4: BH-01 Split Spoon at 5’ Stockman Bank Bozeman Geotechnical Investigation Page 2 of 6 Picture # 5: BH-01 Split Spoon at 7.5’ Picture # 6: BH-01 Split Spoon at 10’ Picture # 7: BH-01 Split Spoon at 14’ Picture # 8: BH-02 Looking Northeast Stockman Bank Bozeman Geotechnical Investigation Page 3 of 6 Picture # 9: BH-02 Split Spoon at 2.5’ Picture # 10: BH-02 Split Spoon at 5’ Picture # 11: BH-02 Split Spoon at 7.5’ Picture # 12: BH-02 Split Spoon at 10’ Stockman Bank Bozeman Geotechnical Investigation Page 4 of 6 Picture # 13: BH-02 Split Spoon at 15’ Picture # 14: BH-03 Looking West Picture # 15: BH-03 Split Spoon at 2.5’ Picture # 16: BH-03 Split Spoon at 5’ Stockman Bank Bozeman Geotechnical Investigation Page 5 of 6 Picture # 17: BH-03 Split Spoon at 10’ Picture # 18: BH-03 Split Spoon at 15’ Picture # 19: BH-04 Looking Southwest Picture # 20: BH-04 Split Spoon at 2.5’ Stockman Bank Bozeman Geotechnical Investigation Page 6 of 6 Picture # 21: BH-04 Split Spoon at 5’ Picture # 22: BH-04 Split Spoon at 7.5’ Picture # 23: BH-04 Split Spoon at 10’ Picture # 24: BH-04 Split Spoon at 14’ Geotechnical Report Appendix C Laboratory Data Stockman Bank Bozeman Lab No:26088 26091 26092 26094 26098 26103 26104 26106 BH or Loc:BH-01 BH-01 BH-02 BH-02 BH-03 BH-04 BH-04 BH-04 Depth:5-6.5'14-15.5'2.5-4'7.5-9'5-6.5'5-6.5'7.5-9'14-15.5' Date Tested:3/10/2022 3/10/2022 3/10/2022 3/10/2022 3/10/2022 3/10/2022 3/10/2022 3/10/2022 Pan No:159 111 IH 136 14 93 ABC 89 Wet Wt, & Pan (g):400.5 524.1 406.6 487.4 267.9 408.6 479 389.6 Dry Wt, & Pan (g):339.4 505.2 342.5 469.8 235.3 344.8 413.9 382 Loss of Moisture 61.1 18.9 64.1 17.6 32.6 63.8 65.1 7.6 Wt. of Pan (g):82.2 82.4 82.3 80.7 81.9 81.2 82.1 81.8 Wt. of Dry Soil (g):257.2 422.8 260.2 389.1 153.4 263.6 331.8 300.2 M. Content (%):23.8 4.5 24.6 4.5 21.3 24.2 19.6 2.5 Lab No: BH or Loc: Depth: Date Tested: Pan No: Wet Wt, & Pan (g): Dry Wt, & Pan (g): Loss of Moisture Wt. of Pan (g): Wt. of Dry Soil (g): M. Content (%): Revised 10-16-15 Project Name: Moisture Analysis - AASHTO T265; ASTM D2216 Project Number: 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 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No.Client:Remarks: Project: Figure Depth: 10-11.5' Depth: 5-6.5' Location: Comp Location: BH-02 Location: BH-03 Depth: 7.5-9' Sample Number: Comp 26090 Sample Number: 26093 Sample Number: 26099 clayey gravel with sand 26 18 8 25 15 GC lean clay 42 25 17 96 87 CL silt with sand 44 29 15 94 82 ML Stockman Bank Stockman Bank Bozeman 3/10/22 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * clayey gravel with sand 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 100 96 85 73 67 54 41 31 25 21 18 15 18 26 8 21.4550 18.9150 6.6205 3.6482 0.7309 0.0794 GC A-2-4(0) F.M.=4.46 Stockman Bank Stockman Bank Bozeman Soil Description Atterberg Limits Coefficients Classification Remarks Location: Comp (BH-01-BH-04) Sample Number: Comp 26090 Depth: 10-11.5'Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 15 31 13 16 10 156 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report 3/10/22 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * lean clay 3/4" 1/2" #4 #10 #20 #40 #60 #100 #200 100 98 97 97 96 96 95 92 87 25 42 17 0.1093 CL A-7-6(16) F.M.=0.28 Stockman Bank Stockman Bank Bozeman Soil Description Atterberg Limits Coefficients Classification Remarks Location: BH-02 Sample Number: 26093 Depth: 5-6.5'Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 0 3 0 1 9 876 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report 3/10/22 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * silt with sand 3/4" 1/2" #4 #10 #20 #40 #60 #100 #200 100 96 95 95 94 94 93 90 82 29 44 15 0.1432 0.0923 ML A-7-6(14) F.M.=0.42 Stockman Bank Stockman Bank Bozeman Soil Description Atterberg Limits Coefficients Classification Remarks Location: BH-03 Sample Number: 26099 Depth: 7.5-9'Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 0 5 0 1 12 826 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Client: Project: Project No.:Figure Stockman Bank Stockman Bank Bozeman Sand Silt Clay Percentages From Material Passing a #10 SieveSourceSample Depth ClassificationNo. SOIL DATA siltloam sand silty clay loam loam clay loam sandy loam silty clay sandyclay loam loamy sand clay silt sandyclay 0 1000 10 9010 20 8020 30 7030 40 6040 50 5050 60 4060 70 3070 80 2080 90 1090 100 010 0 Percent SandPercent ClayPercen t S i l t USDA Soil Classification 26107H 48"22 53 26 Silt loamPerc-01 Stockman Bank Bozeman BH-02 26109 5' Cross Sectional Area (A): 4cm x 3.2cm = 12.8cm2 Pin Separation (L): 12.8cm A/L: 1cm (Ω) Minimum Resistivity:(Ω x cm) Revised 1/3/2022 1K+0.3 1030 Minimum Resistance: 2100 1100 1090 1030 1030 150 1K+8 8000 1K+2.1 1K+1 1K+0.9 1K+0.3 1K+0.3 100 100 100 100 100 Project Name: Project Number: Determining Minimum Laboratory Soil Resistivity: AASHTO T 288-12 Soil Box Information: Water Added (mL) Measured Resistance (Ω) Resistivity = Measured Resitance x 1 cm (Ω x cm) Sample Location: Sample Number: Sample Depth: 1315 Cherry, Helena, MT 59601 (406)449-6282 Client:Pioneer Technical Services Date Reported:11-Mar-22 Sample ID:BH-02 Bulk 5' Project ID:Stockman Bank Chain of Custody #:2649 Laboratory ID:04C169 Date / Time Sampled:03-Mar-22 Sample Matrix:Soil Date / Time Received:10-Mar-22 @ 15:55 Method Parameter Result PQL Date/Time By Reference Soluble Sulfate, %0.00278 0.00005 11-Mar-22 @ 13:53 CE EPA 300.0 pH, s.u.8.06 0.01 11-Mar-22 @ 13:42 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 2 Geotechnical Report Appendix D Seismic Data 3/14/22, 10:03 AM U.S. Seismic Design Maps https://seismicmaps.org 1/2 Stockman Bank Bozeman Latitude, Longitude: 45.68014170, -111.04782165 Date 3/14/2022, 10:02:54 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 0.685 MCER ground motion. (for 0.2 second period) S1 0.215 MCER ground motion. (for 1.0s period) SMS 0.858 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 0.572 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.252 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.302 MCEG peak ground acceleration FPGA 1.298 Site amplification factor at PGA PGAM 0.392 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 0.685 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 0.76 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.215 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.236 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.901 Mapped value of the risk coefficient at short periods CR1 0.91 Mapped value of the risk coefficient at a period of 1 s 3/14/22, 10:03 AM U.S. Seismic Design Maps https://seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. APPENDIX G ADS Chamber Details Snowload Building Stockman Bank Project No. 22056 Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistMC-3500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-3500.2.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 45x76 DESIGNATION SS.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.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN 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 - 6" (150 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 MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.11.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-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-3500 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-4500 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 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.©2022 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGER22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MT 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.DATEDRWCHKDESCRIPTION22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MTSHEETOF26NOTES•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 ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" ISOLATOR ROW PLUS INVERT:0.9224" ISOLATOR ROW PLUS INVERT:0.92BOTTOM OF MC-3500 CHAMBER:0.75BOTTOM OF STONE:0.00PROPOSED LAYOUT6STORMTECH MC-3500 CHAMBERS2STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)30STONE VOID1160INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)410SYSTEM AREA (SF)114.3SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC350024RAMP (TYP 2 PLACES)BFLAMP30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)30" DIAMETER (24.00" SUMP MIN)DNYLOPLAST (INLET W/ ISOPLUS ROW)4" SEE DETAILEINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL)NO WOVEN GEOTEXTILEBED LIMITS10'5'048.75'8.42'46.75'6.42'BDCEA StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 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 45x76DESIGNATION SS.2.MC-3500 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 THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT 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 THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE 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 CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,345"(1140 mm)18"(450 mm) MIN*8'(2.4 m)MAX12" (300 mm) MIN77" (1950 mm)12" (300 mm) MIN6"(150 mm) MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm).6" (150 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-3500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)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.DATEDRWCHKDESCRIPTION22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MTSHEETOF36 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.24" (600 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PARTIAL CUT END CAP PART #:MC3500IEPP24BC OR MC3500IEPP24BWONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSCOVER PIPE CONNECTION TO ENDCAP WITH ADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILEMC-3500 CHAMBERMC-3500 END CAPMC-3500 ISOLATOR ROW PLUS DETAILNTSOPTIONAL INSPECTION PORTSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESELEVATED BYPASS MANIFOLDINSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC350024RAMPSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)NYLOPLASTNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLARPAVEMENT12" (300 mm) MIN WIDTHCONCRETE SLAB6" (150 mm) MIN THICKNESS4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTSCONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS4" (100 mm)SDR 35 PIPE4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEY4640 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.DATEDRWCHKDESCRIPTION22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MTSHEETOF46 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 INSERTIONPART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END 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.PART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END 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.4640 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.DATEDRWCHKDESCRIPTION22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MTSHEETOF56 NYLOPLAST DRAIN BASINNTSNOTES1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6.TO ORDER CALL: 800-821-6710APART #GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFFNyloplast770-932-2443 | WWW.NYLOPLAST-US.COM®4640 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.DATEDRWCHKDESCRIPTION22056_SNOWLOAD_BUILDING_STOCKMAN_BANKBOZEMAN, MTSHEETOF66