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16 - Design Report - WinCo - Drainage
" A • WinCo Foods Gallatin Center Subdivision Bozeman, MT Fln;�i—,,'P Trr�,,) � ib 3 , l i UE°tlR J V1EINI CJMMUN11Yu�i May 2016 Revised : August 2016 A • � . TABLE OF CONTENTS Drainage Report [over5heat --..—....----.-------------...—.------------------------..1 Table ofContents --.---------------------------.—.—.—..------.---.---..2 Project Engineer's Certification —_._.—_...--.__—.--...--_—..-.—.._--.—.--...3 Section 1: Project Overview _.—_---.---__.—.-------'--------.-------.4 Section2:Site Conditions ...... ................................................................................................................................4 ExistingSite Conditions —.—..—..._...._.....— .................................................................................... Soils Information --_.._.....,—.-------.--.......'--'..._...--~—._.—.5 Section 3: Off-site Analysis Report -----.------.---.-------------.--.—.------..S Qualitative Upstream Analysis -------..-----------.—.--------..—_—.-----..S Qualitative Downstream Analysis ------------------------.-----------.--6 Section 4: Permanent Stnnnvvater Control Plan ---------------.----------------.6 Summary Section -------------.---------------------------------6-7 Flow Control Analysis ------------------.—.----------------------.J-1O ConveyanceSystem Analysis ........ .......................... .... ......................................... .....................................l0 Section 6: Permits ------------------------------------------------.1O Section 7:Construction StonnvvaterPollution Prevention Plan -----'---------------.1O Appendices Appendix1:Site Vicinity Map Appendix 2: Basin Map Exhibit Appendix 3: Downstream Analysis Exhibit Appendix 4: Design Calculations& Computations Appendix S:Stormvvater Plan Sheets Appendix 6: Geotechnica| Report Bozeman,/Nrm0n[n 2ufz0 Preliminary Drainage Report PROJECT ENGINEER'S CERTIFICATION The technical material and data contained in these documents were prepared under the supervision and direction of the undersigned,whose seal, as a professional engineer to practice as such, is affixed below. 13 A 26 AUGUST 2016 Brandon Johnson, PE Date Civil Engineering Manager/Associate Principal +• ••''NTq'• brandon.johnson@scjalliance.com �� •Nq • (360) 352-1465 * ••• *.•'; BRANDON LEE JOHNSON No.40858 PE 4Q S 4Q . ` +ICENS�•. •� 011�zr�sl 26 AUGUST 2016 Charlie Severs, PE Date Project Engineer charlie.severs@scjalliance.com (360) 352-1465 Bozeman,MT WinCo 3 of 10 Preliminary Drainage Report lop qP_ DRAINAGE REPORT The following report was prepared for the proposed commercial development project that's located in the Gallatin Center Subdivision at the northwest corner of the Cattail Street/Max Avenue intersection, Bozeman, MT 59718.This report was prepared to comply with the minimum technical standards and requirements that are set forth in the City of Bozeman Design Standards and Specifications Policy. SECTION 1: PROJECT OVERVIEW Geocode: 06-0904-35-1-50-01-0000 Total Parcel Area: 13.30 acres Zoning: B-2 (Community Business District) Site Address: N/A Legal Description: Being a portion of Lot 12, Final Plat of the Gallatin Center Subdivisions P.U.D., Phase 4, located in the northeast one quarter of Section 35,Township 1 South, Range 5 East, P.M.M., City of Bozeman, Gallatin County, Montana. The proposed commercial development project is located on Lot 12 of the Gallatin Center Subdivision at the northwest corner of the Cattail Street/Max Avenue intersection.The proposed commercial structure is a single-story WinCo retail store,which will be 74,935 ft2 in area; an ancillary single-story 40,107 ft2 shop will be constructed adjacent and to the north of the WinCo retail store. Visitor parking will be provided to the east of the store.The site will have three (3) ingress/egress access points;two (2) along Cattail Street and one(1) at Max Avenue. Natural truck docks and a drive lane will be constructed to the west of the proposed retail store. Specifically site improvements/construction activities for this project include the following: • Site preparation, grading, and erosion control activities • Construction of a new 74,935 ft2 single-story WinCo retail store • Construction of a new 40,107 ft2 single-story shop • Construction of 378 parking lot stalls • Construction/installation of on-site stormwater flow control facilities • Extension of available utilities (i.e., water, sewer, etc.) A Site Vicinity Map is enclosed herein as Appendix 1. SECTION 2: SITE CONDITIONS Existing Site Conditions The existing parcel is 13.30 acres in size;the proposed project will disturb approximately 8.5 acres.The project site is generally in a mixed-use area of residential neighborhoods, restaurants, private and public businesses, and retail stores. More specifically,the proposed project will be located in the Gallatin Center Subdivision adjacent to Staples, PetSmart, Bob Ward's Sports &Outdoors, and Target. Bozeman,MT WinCo 4 of 10 Preliminary Drainage Report The proposed project area is currently undeveloped.The existing ground surface slopes in a southwest- to-northeast direction. Relative ground surface elevations indicate that there is approximately ten (10) feet of relief across the project area. Greater relief may exist across the site at other locations. Based on a review of available historic aerial photographs,the site has remained undeveloped since 1995.Aerial photographs from 1995 and 2014 are provided below. s �P r � s h AERlAt FROM 1995 ���� i<�.ao Z PROJECFLOCAT/ON Ac k AER/AL FROM 2014 ti CATTAIL STREET a u Figure 1:1995 and 2014 Existing Conditions Exhibits Power will be provided by Northwestern Energy. City of Bozeman water and sewer facilities will be extended as a part of the site improvements by the developer'.According to the City of Bozeman's mapping records,the subject property is not positioned in the 500-year floodplain.At the time of the project surveyz,there wasn't any evidence to suggest that the site was or is being used as a solid waste dump, sump, and/or sanitary fill. Also,there doesn't appear to be any discernible or evident wetlands. Soils Information A geotechnical report was prepared by Terracon on February 03, 2016 and is enclosed herein as Appendix 6. Groundwater was encountered at depths ranging from 6.5 feet to 9.0 feet below existing grade. SECTION 3: OFF-SITE ANALYSIS REPORT Qualitative Upstream Analysis Runoff in the immediate vicinity flows in a southwest-to-northeast direction.The project site's proposed grading contours and structures will keep off-site stormwater runoff from entering the site. 'Existing City of Bozeman water and sewer mains already traverse the property. 2 The mapping for the project survey was completed by Meridian Land Surveying, Inc.on November 18,2015 Bozeman,MT WinCo 5 of 10 Preliminary Drainage Report Qualitative Downstream Analysis Stormwater runoff that is not retained on-site will be detained and routed directly to an existing regional detention facility that's located on the north side of the Gallatin Center Subdivision. From the regional detention facility, stormwater flows to the north for approximately 1.15 miles before it discharges directly into Churn Creek. Historic off-site drainage courses will not be altered. Consequently, downstream impacts are not anticipated. SECTION 4: PERMANENT STORMWATER CONTROL PLAN Summary Section The project site has been divided into four(4)separate basins;the North Basin,the South Basin, the West Basin, and the East Basin.A Basin Map Exhibit that delineates the project's sub-basins is enclosed herein as Appendix 2. EAST BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 2.32 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 2.32 100.0% Proposed Impervious Surface 2.18 94.0% Proposed Roof Area 0.00 0.0% Proposed Road/Parking Lot Area 2.18 94.0% Proposed Landscape Areas 0.14 6.0% Table 1:East Basin Land Type Designation Summary Section SOUTH BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 1.21 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 1.21 100.0% Proposed Impervious Surface 1.16 95.9% Proposed Roof Area 0.77 63.6% Proposed Road/Parking Lot Area 0.39 32.3% Proposed Landscape Areas and/or Non-Native Areas 0.05 4.1% Table 2:South Basin Land Type Designation Summary Section Bozeman,MT WinCo 6 of 10 Preliminary Drainage Report WEST BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 1.06 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 1.06 100.0% Proposed Impervious Surface 1.06 100.0% Proposed Roof Area 0.00 0.0% Proposed Road/Parking Lot Area 1.06 100.0% Proposed Landscape Areas and/or Non-Native Areas 0.00 0.0% Table I West Basin Land Type Designation Summary Section NORTH BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 3.79 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 3.79 100.0% Proposed Impervious Surface 3.67 96.8% Proposed Roof Area 1.87 49.3% Proposed Road/Parking Lot Area 1.80 47.5% Proposed Landscape Areas and/or Non-Native Areas 0.12 3.2% Table 4:North Basin Land Type Designation Summary Section The site's remaining+/-4.92 acres will remain in its natural/existing state and will not be disturbed during construction activities. Flow Control Analysis Pursuant to Section Il of the City of Bozeman Design Standards and Specifications Policy,on-site detention facilities shall be designed to detain and release on-site generated stormwater runoff at the predeveloped flow rates up to the peak 10-year storm event. A stormwater design report was prepared by Morrison Maierle, Inc.for the Gallatin Center Subdivision in 1998.According to the design report, a regional detention facility was designed and constructed for the lots to the west of Max Avenue, between Cattail Street and Catron Street.The regional detention facility is positioned to the northeast of the existing Target retail store,which is located to the north of the subject site.According to the aforementioned stormwater report,the regional detention facility was designed to store and detain runoff for the abovementioned lot frontages. However,the detention facility was not sized to include roof runoff from each lot as it was built out.As a result,the design of on- site detention facilities for the proposed WinCo retail store and shop building has been completed. Bozeman,MT WinCo 7 of 10 Preliminary Drainage Report The subject site has been graded to match,to the maximum extent practicable,the site's existing topography. As a result, it isn't feasible to detain all of the roof runoff on-site.Thus, an equivalent portion of the proposed parking lot area will be detained and released at the predeveloped flow rates up to the 10-year peak flow storm event3.Also, it is not feasible to detain and release stormwater from the West Basin because there are no downstream stormwater facilities with sufficient detention capacity. Consequently, stormwater runoff from the West Basin will be collected and routed to an underground retention facility for 100% infiltration.The retention facility has been designed in accordance with Section l/of the City of Bozeman Design Standards and Specifications Policy4. The following tables summarize each basin's detention or retention requirements. STORMWATER MITIGATION FOR EAST BASIN ANALYSIS/RESULTS Stormwater Management Method Detention Stormwater Facility Stormwater Detention Pond Minimum Storage Volume Required 2,620 ft3 Storage Volume Provided 2,625 ft3 Off-site Release Rate 0.464 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 5:East Basin Requirements,Analysis,and Results STORMWATER MITIGATION FOR SOUTH BASIN ANALYSIS/RESULTS Stormwater Management Method Detention Stormwater Facility Stormwater Detention Pond Minimum Storage Volume Required 1,117 ft3 Storage Volume Provided 2,569 ft3 Off-site Release Rate 0.367 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 6:South Basin Requirements,Analysis,and Results 3 2.57 acres of impervious parking lot area will be detained prior to releasing off-site. 1.87 acres of roof area will be routed directly to the Gallatin Center Subdivision regional stormwater detention facility. 4 10-year,2-hour storm event. Bozeman,MT WinCo 8 of 10 Preliminary Drainage Report STORMWATER MITIGATION FOR WEST BASIN ANALYSIS/RESULTS Stormwater Management Method Retention Stormwater Facility StormTech SC-310 Chambers Minimum Storage Volume Required 2,503 ft3 Storage Volume Provided 2,511 ft3 Off-site Release Rate N/A Downstream Facility N/A Table 7:West Basin Requirements,Analysis,and Results STORMWATER MITIGATION FOR NORTH BASIN ANALYSIS/RESULTS Stormwater Management Method N/A Stormwater Facility N/A Minimum Storage Volume Required N/A Storage Volume Provided N/A Off-site Release Rate 3.79 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 8:West Basin Requirements,Analysis,and Results In accordance with Section 11 of the City of Bozeman Design Standards and Specifications Policy,the on- site detention facilities have been designed to store and release stormwater at the predeveloped flow rates for the peak 10-year storm event.The modified rational methods was used to size the on-site stormwater detention facilities. Refer to the Design Calculations &Computations, enclosed herein as Appendix 4,to view the sizing calculations for the proposed detention ponds. Four(4) rows of SC-310 StormTech chambers will be installed to retain and infiltrate 100%of the stormwater runoff from the West Basin. Each row will be approximately 150 feet in length.The s The rational formula provides a peak runoff rate which occurs at the time of concentration.The modified rational approach is used to compute runoff volume for storm durations equal to or greater than the time of concentration. This method assumes the maximum runoff rate begins at the time of concentration and continues to the end of the storm. Maximum runoff rates for durations greater than the time of concentration are less than the peak runoff rate because average storm intensity decreases as duration increases.Total runoff volume is computed by multiplying the duration of the storm by the runoff rate. Bozeman,MT WinCo 9 of 10 Preliminary Drainage Report proposed below-grade StormTech chambers will be backfilled with W-2" clean, crushed, angular gravel.Three (3)feet of vertical separation will be provided between the bottom of the retention facility and the identified groundwater level.The StormTech retention facility has been sized to store the 10- year, 2-hour storm event. Below are storage volume calculations for the StormTech retention facility. EQUATION WEST BASIN UNITS LEGEND - V = required storage volume (W) solving for C coefficient of runoff 0.80 V=7,2000A i = rainfall intensity6(inches/hour) 0.41 A = total area (acres) 1.06 7,200 = constant: 120 min x 60 sec/min constant West Basin StormTech Required Storage Volume V = 7,2000A V = 7,200(0.80)(0.41)(1.06) V = 2,503 ft3 of storage is required -2,511 ft3 is provided ✓ Conveyance System Analysis Stormwater runoff from the South Basin and East Basin will sheet flow across the proposed parking lot and landscaped surfaces and discharge,via curb cuts, directly into n-site detention ponds. Stormwater runoff from the West Basin will sheet flow in a south-to-north direction to a catch basin that will be installed on the northwest side of the subject lot. Runoff from the North Basin will sheet flow in a south- to-north direction through the existing parking lot that serves Staples, PetSmart, Bob Ward's Sports& Outdoors,and Target before discharging into the regional stormwater detention facility. On-site Stormwater Piping will be designed in accordance with the City of Bozeman Design Standards and Specifications Policy. Capacity calculations and the design for the on-site detention ponds' release orifices will be completed at a later date. SECTION 6: PERMITS A City of Bozeman Building Permit will need to be secured prior to beginning construction activities. SECTION 7: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A site specific Construction Stormwater Pollution Prevention Plan will be prepared at a later date. END OF DRAINAGE REPORT 6 Intensity-Duration-Frequency from the Bozeman area for the 10-year,2-hour storm event. Bozeman,MT WinCo 10 of 10 Preliminary Drainage Report Ah WinCo Foods Gallatin Center Subdivision Bozeman, MT LA 0 PT�T�,} � COMMUNITY May 2016 Revised : August 2016 TABLE� OF CONTENTS Drainage Report CoverSheet ..--------....----...----~.--.---...~----...------.—...—.—.—.—.l Table ofContents ---,_.---_--.—'_--------'_--------_.,_—_____._2 Project Engineer's Certification ....—.----......—.—...—..---~~---..--.—.---..._.—..--3 Sectionl: Project Overview .................................... ................... ...................................................... ....................4 Section2:Site Conditions ..................................... .................................................................................................4 Existing Site Conditions .---....—..—.---..---.--.....---~...-----.--.----,—..4-5 SoilsInformation .—___—_—____,.__...................................................................................... Section 3: Off-site AnakaisReport —.—..'--.---..._—..—'--~----..—.----_.-----.S Qualitative Upstream Analysis --------------------.------.—_----------.5 Qualitative Downstream Analysis --------------------------------------b Section 4: Permanent 5tonnwater Control Plan --------------------------------.b SummarySection -----------------------.----------------------..r,/ Flow Control Analysis —.--------...—.-----.-----.-------.------..----..7-10 Conveyance System Analysis ----------------------------------------1u Section G: Permits ---------------------------------'—'------.---''1O Section 7: Construction 3tunnvvater Pollution Prevention Plan .................. .................................................1O Appendices Appendix1: Site Vicinity Map Appendix 2: Basin Map Exhibit Appendix3: Downstream Analysis Exhibit Appendix 4: Design Calculations&'Computations Appendix 5: Stormvvater Plan Sheets Appendix 6: Gentechnica| Report , Bozeman,/NrN0nCo 2qƒ20 Preliminary Drainage Report PROJECT ENGINEER'S CERTIFICATION The technical material and data contained in these documents were prepared under the supervision and direction of the undersigned,whose seal, as a professional engineer to practice as such, is affixed below. 26 AUGUST 2016 Brandon Johnson, PE Date Civil Engineering Manager/Associate Principal .•�pNTA IV, ,�••.. brandon.johnson@scjalliance.com (360) 352-1465 '•*�••• • ' *•'• BRANDON LEE JOHNSON :rr; p No.40858 PE LENS 26 AUGUST 2016 Charlie Severs, PE Date Project Engineer charlie.severs@scjalliance.com (360) 352-1465 Bozeman,MT WinCo 3 of 10 Preliminary Drainage Report DRAINAGE REPORT The following report was prepared for the proposed commercial development project that's located in the Gallatin Center Subdivision at the northwest corner of the Cattail Street/Max Avenue intersection, Bozeman, MT 59718.This report was prepared to comply with the minimum technical standards and requirements that are set forth in the City of Bozeman Design Standards and Specifications Policy. SECTION 1: PROJECT OVERVIEW Geocode: 06-0904-35-1-50-01-0000 Total Parcel Area: 13.30 acres Zoning: B-2 (Community Business District) Site Address: N/A Legal Description: Being a portion of Lot 12, Final Plat of the Gallatin Center Subdivisions P.U.D., Phase 4, located in the northeast one quarter of Section 35,Township 1 South, Range 5 East, P.M.M., City of Bozeman, Gallatin County, Montana. The proposed commercial development project is located on Lot 12 of the Gallatin Center Subdivision at the northwest corner of the Cattail Street/Max Avenue intersection.The proposed commercial structure is a single-story WinCo retail store, which will be 74,935 ft2 in area; an ancillary single-story 40,107 ftz shop will be constructed adjacent and to the north of the WinCo retail store.Visitor parking will be provided to the east of the store.The site will have three (3) ingress/egress access points;two (2) along Cattail Street and one (1) at Max Avenue. Natural truck docks and a drive lane will be constructed to the west of the proposed retail store. Specifically site improvements/construction activities for this project include the following: • Site preparation,grading, and erosion control activities • Construction of a new 74,935 ftz single-story WinCo retail store • Construction of a new 40,107 ftz single-story shop • Construction of 378 parking lot stalls • Construction/installation of on-site stormwater flow control facilities • Extension of available utilities (i.e.,water, sewer, etc.) A Site Vicinity Map is enclosed herein as Appendix 1. SECTION 2: SITE CONDITIONS Existing Site Conditions The existing parcel is 13.30 acres in size;the proposed project will disturb approximately 8.5 acres.The project site is generally in a mixed-use area of residential neighborhoods, restaurants, private and public businesses, and retail stores. More specifically,the proposed project will be located in the Gallatin Center Subdivision adjacent to Staples, PetSmart, Bob Ward's Sports &Outdoors, and Target. Bozeman,MT WinCo 4 of 10 Preliminary Drainage Report The proposed project area is currently undeveloped.The existing ground surface slopes in a southwest- to-northeast direction. Relative ground surface elevations indicate that there is approximately ten (10) feet of relief across the project area. Greater relief may exist across the site at other locations. Based on a review of available historic aerial photographs,the site has remained undeveloped since 1995.Aerial photographs from 1995 and 2014 are provided below. 7 d 66µ x � s PROJECTLOCA77ON AERJAL FROM 2014 y �� CATTAJt STRE Figure 1:1995 and 2014 Existing Conditions Exhibits Power will be provided by Northwestern Energy. City of Bozeman water and sewer facilities will be extended as a part of the site improvements by the developer'.According to the City of Bozeman's mapping records,the subject property is not positioned in the 500-year floodplain.At the time of the project survey2,there wasn't any evidence to suggest that the site was or is being used as a solid waste dump, sump, and/or sanitary fill.Also,there doesn't appear to be any discernible or evident wetlands. Soils Information A geotechnical report was prepared by Terracon on February 03, 2016 and is enclosed herein as Appendix 6. Groundwater was encountered at depths ranging from 6.5 feet to 9.0 feet below existing grade. SECTION 3: OFF-SITE ANALYSIS REPORT Qualitative Upstream Analysis Runoff in the immediate vicinity flows in a southwest-to-northeast direction.The project site's proposed grading contours and structures will keep off-site stormwater runoff from entering the site. 'Existing City of Bozeman water and sewer mains already traverse the property. 2 The mapping for the project survey was completed by Meridian Land Surveying, Inc.on November 18,2015 Bozeman,MT WinCo 5 of 10 Preliminary Drainage Report Qualitative Downstream Analysis Stormwater runoff that is not retained on-site will be detained and routed directly to an existing regional detention facility that's located on the north side of the Gallatin Center Subdivision. From the regional detention facility,stormwater flows to the north for approximately 1.15 miles before it discharges directly into Churn Creek. Historic off-site drainage courses will not be altered. Consequently, downstream impacts are not anticipated. SECTION 4: PERMANENT STORMWATER CONTROL PLAN Summary Section The project site has been divided into four(4)separate basins;the North Basin,the South Basin,the West Basin, and the East Basin.A Basin Map Exhibit that delineates the project's sub-basins is enclosed herein as Appendix 2. EAST BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 2.32 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 2.32 100.0% Proposed Impervious Surface 2.18 94.0% Proposed Roof Area 0.00 0.0% Proposed Road/Parking Lot Area 2.18 94.0% Proposed Landscape Areas 0.14 6.0% Table 1:East Basin Land Type Designation Summary Section SOUTH BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 1.21 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 1.21 100.0% Proposed Impervious Surface 1.16 95.9% Proposed Roof Area 0.77 63.6% Proposed Road/Parking Lot Area 0.39 32.3% Proposed Landscape Areas and/or Non-Native Areas 0.05 4.1% Table 2:South Basin Land Type Designation Summary Section Bozeman,MT WinCo 6 of 10 Preliminary Drainage Report WEST BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 1.06 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 1.06 100.0% Proposed Impervious Surface 1.06 100.0% Proposed Roof Area 0.00 0.0% Proposed Road/Parking Lot Area 1.06 100.0% Proposed Landscape Areas and/or Non-Native Areas 0.00 0.0% Table 3:West Basin Land Type Designation Summary Section NORTH BASIN LAND TYPE DESIGNATIONS AREA(ACRES) %OF TOTAL AREA Total Site Area 3.79 100.0% Existing Impervious Surface 0.00 0.0% Existing Pervious Surface 3.79 100.0% Proposed Impervious Surface 3.67 96.8% Proposed Roof Area 1.87 49.3% Proposed Road/Parking Lot Area 1.80 47.5% Proposed Landscape Areas and/or Non-Native Areas 0.12 3.2% Table 4:North Basin Land Type Designation Summary Section The site's remaining+/-4.92 acres will remain in its natural/existing state and will not be disturbed during construction activities. Flow Control Analysis Pursuant to Section 11 of the City of Bozeman Design Standards and Specifications Policy,on-site detention facilities shall be designed to detain and release on-site generated stormwater runoff at the predeveloped flow rates up to the peak 10-year storm event. A stormwater design report was prepared by Morrison Maierle, Inc.for the Gallatin Center Subdivision in 1998.According to the design report, a regional detention facility was designed and constructed for the lots to the west of Max Avenue, between Cattail Street and Catron Street.The regional detention facility is positioned to the northeast of the existing Target retail store,which is located to the north of the subject site.According to the aforementioned stormwater report,the regional detention facility was designed to store and detain runoff for the abovementioned lot frontages. However,the detention facility was not sized to include roof runoff from each lot as it was built out.As a result,the design of on- site detention facilities for the proposed WinCo retail store and shop building has been completed. Bozeman,MT WinCo 7 of 20 Preliminary Drainage Report The subject site has been graded to match,to the maximum extent practicable,the site's existing topography.As a result, it isn't feasible to detain all of the roof runoff on-site.Thus, an equivalent portion of the proposed parking lot area will be detained and released at the predeveloped flow rates up to the 10-year peak flow storm event3.Also, it is not feasible to detain and release stormwater from the West Basin because there are no downstream stormwater facilities with sufficient detention capacity. Consequently, stormwater runoff from the West Basin will be collected and routed to an underground retention facility for 100% infiltration.The retention facility has been designed in accordance with Section it of the City of Bozeman Design Standards and Specifications Policy4. The following tables summarize each basin's detention or retention requirements. STORMWATER MITIGATION FOR EAST BASIN ANALYSIS/RESULTS Stormwater Management Method Detention Stormwater Facility Stormwater Detention Pond Minimum Storage Volume Required 2,620 ft3 Storage Volume Provided 2,625 ft3 Off-site Release Rate 0.464 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 5:East Basin Requirements,Analysis,and Results STORMWATER MITIGATION FOR SOUTH BASIN ANALYSIS/RESULTS Stormwater Management Method Detention Stormwater Facility Stormwater Detention Pond Minimum Storage Volume Required 1,117 ft3 Storage Volume Provided 2,569 ft3 Off-site Release Rate 0.367 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 6:South Basin Requirements,Analysis,and Results 32.57 acres of impervious parking lot area will be detained prior to releasing off-site. 1.87 acres of roof area will be routed directly to the Gallatin Center Subdivision regional stormwater detention facility. °10-year,2-hour storm event. Bozeman,MT WinCo 8 of 10 Preliminary Drainage Report STORMWATER MITIGATION FOR WEST BASIN ANALYSIS/RESULTS Stormwater Management Method Retention Stormwater Facility StormTech SC-310 Chambers Minimum Storage Volume Required 2,503 ft3 Storage Volume Provided 2,511 ft3 Off-site Release Rate N/A Downstream Facility N/A Table 7:West Basin Requirements,Analysis,and Results STORMWATER MITIGATION FOR NORTH BASIN ANALYSIS/RESULTS Stormwater Management Method N/A Stormwater Facility N/A Minimum Storage Volume Required N/A Storage Volume Provided N/A Off-site Release Rate 3.79 ft3/sec. Downstream Facility Gallatin Center Subdivision Storm Facility Table 8:West Basin Requirements,Analysis,and Results In accordance with Section l/of the City of Bozeman Design Standards and Specifications Policy,the on- site detention facilities have been designed to store and release stormwater at the predeveloped flow rates for the peak 10-year storm event.The modified rational methods was used to size the on-site stormwater detention facilities. Refer to the Design Calculations &Computations, enclosed herein as Appendix 4,to view the sizing calculations for the proposed detention ponds. Four(4) rows of SC-310 StormTech chambers will be installed to retain and infiltrate 100%of the stormwater runoff from the West Basin. Each row will be approximately 150 feet in length.The 5 The rational formula provides a peak runoff rate which occurs at the time of concentration.The modified rational approach is used to compute runoff volume for storm durations equal to or greater than the time of concentration. This method assumes the maximum runoff rate begins at the time of concentration and continues to the end of the storm. Maximum runoff rates for durations greater than the time of concentration are less than the peak runoff rate because average storm intensity decreases as duration increases.Total runoff volume is computed by multiplying the duration of the storm by the runoff rate. Bozeman,MT WinCo 9 of 10 Preliminary Drainage Report proposed below-grade StormTech chambers will be backfilled with W- 2"clean, crushed, angular gravel.Three (3)feet of vertical separation will be provided between the bottom of the retention facility and the identified groundwater level.The StormTech retention facility has been sized to store the 10- year,2-hour storm event. Below are storage volume calculations for the StormTech retention facility. EQUATION WEST BASIN - UNITS LEGEND V = required storage volume (ft3) solving for C coefficient of runoff 0.80 V= 7,200CiA i = rainfall intensity6(inches/hour) 0.41 A = total area (acres) 1.06 7,200 = constant: 120 min x 60 sec/min constant West Basin StormTech Required Storage Volume V = 7,200CiA V = 7,200(0.80)(0.41)(1.06) V = 2,503 ft3 of storage is required -2,511 ft3 is provided ✓ Conveyance System Analysis Stormwater runoff from the South Basin and East Basin will sheet flow across the proposed parking lot and landscaped surfaces and discharge,via curb cuts, directly into n-site detention ponds. Stormwater runoff from the West Basin will sheet flow in a south-to-north direction to a catch basin that will be installed on the northwest side of the subject lot. Runoff from the North Basin will sheet flow in a south- to-north direction through the existing parking lot that serves Staples, PetSmart, Bob Ward's Sports& Outdoors,and Target before discharging into the regional stormwater detention facility. On-site Stormwater Piping will be designed in accordance with the City of Bozeman Design Standards and Specifications Policy. Capacity calculations and the design for the on-site detention ponds' release orifices will be completed at a later date. SECTION 6: PERMITS A City of Bozeman Building Permit will need to be secured prior to beginning construction activities. SECTION 7: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A site specific Construction Stormwater Pollution Prevention Plan will be prepared at a later date. END OF DRAINAGE REPORT 6 Intensity-Duration-Frequency from the Bozeman area for the 10-year,2-hour storm event. Bozeman,MT WinCo 10 of 10 Preliminary Drainage Report APPENDIX SITE ICI I P SCJ ALLIANCE CONSULTING SERVICES S N, ;3 LOPATI 1-61 u,,.ev 'rcr-va G ,i 1 y ( 1� i ,a9 4 tt x r 8730 Tallon Lane NE, Suite 200 ® Lacey, WA 98516 s Office 360.352.1465 ® Fax 360.352.1509 scjalliance.com APPENDIX 1 SITE VICINITY SCJ ALLIANCE CONSULTING SERVICES PR®JEI ,T t� ATION nx+y w, y� r� , x B '7'Sd1 xm r' sb r w , 8730 Tallon Lane NE, Suite 200 Lacey, WA 98516 o Office 360.352.1465 Fax 360.352.1509 scjalliance.com APPENDIX 2 BASINEXHIBIT PPENDI BASINIBl I 1 ETENTION POND AREA ORTH BASIN IMPERVIOUS SURFACE AREA / ORTH BASIN LANDSCAPE AREA f� BASIN IMPERVIOUS SURFACE AREA / AST BASIN LANDSCAPE AREA SOUTH BASIN IMPERVIOUS SURFACE AREA s "OUTH BASIN LANDSCAPE AREA r rb�I VEST BASIN IMPERVIOUS SURFACE AREA a LION—TRIBUTARY IMPERVIOUS SURFACE AREA LION—TRIBUTARY LANDSCAPE AREA A m 3 CATTAIL H 1 I 0 50 100 SCALE IN FEET @a ;5 3 a� NptiZONTAt SC.4E 'w+�+r►' onTc: 01 SC.J ALLIANCE MAY o3,2016 a CONSULTING SERVICES 1610.09 1„ 8730 TALLON LANE NE,SUITE 200,LACEY,WASHINGTON 98516 P:360-352-1465 F:360-352-1509 PR-FlLE No.: Q1 SCIALLIANCE.COM Sarin 6 Drainage Exhibfl.dw {J APPENDIK 3 DOWNSTREAM ANALYSIS EXHIBIT SCJ ALLIANCE DOWNSTREAM CONSULTING SERVICES FLOW PATH z�. 1.15 MILES J PROJECT G� LOCATION 1, F 8730 Tallon Lane NE, Suite 200 ® Lacey, WA 98516 Office 360.352.1465 Fax 360.352.1509 ® scjalliance.com APPENDIX 4 DESIGNYICOMPUTATIONS EAST BASIN DETENTION POND DESIGN EXISTING LAND USE OPEN LAND PROPOSED LAND USE COMMERCIAL DOWNTOWN DRAINAGE AREA 2.32 ACRES SLOPE 0.015 FT/FT OVERLAND DISTANCE 400 FEET EXISTING CONDITIONS EXISTING LAND USE OPEN LAND AREA 2.32 ACRES C-COEFFICIENT 0.20 TOC 29 MINUTES DESIGN STORM 10-YEAR INTENSITY AT Tc 1.00 INCHES/HOUR PEAK RUNOFF RATE 0.464 CFS DEVELOPED CONDITIONS PROPOSED LAND USE COMMERCIAL AREA 2.38 ACRES C-COEFFICIENT 0.80 TOC 12 MINUTES DESIGN STORM 10-YEAR DURATION INTENSITY RUNOFF VOLUME RELEASE STORAGE (MIN) (IN/HR) (CFS) (CUBC FT) (CUBC FT) (CUBC FT) 10 2.05 3.81 2,284 278 2,006 11 1.93 3.58 2,362 306 2,055 12 1.82 3.38 2,435 334 2,100 13 1.73 3.21 2,504 362 2,142 14 1.65 3.06 2,570 390 2,180 15 1.58 2.92 2,632 418 2,215 16 1.51 2.80 2,692 445 2,247 17 1.45 2.70 2,750 473 2,277 18 1.40 2.60 2,806 501 2,305 19 1.35 2.51 2,859 529 2,330 20 1.31 2.43 2,911 557 2,354 21 1.27 2.35 2,961 585 2,377 22 1.23 2.28 3,010 612 2,397 23 1.19 2.22 3,057 640 2,417 24 1.16 2.15 3,103 668 2,435 25 1.13 2.10 3,148 696 2,452 26 1.10 2.05 3,191 724 2,467 27 1.08 2.00 3,234 752 2,482 28 1.05 1.95 3,275 780 2,495 29 1.03 1.91 3,315 807 2,508 30 1.00 1.86 3,355 835 2,520 31 0.98 1.82 3,394 863 2,531 32 0.96 1.79 3,432 891 2,541 33 0.94 1.75 3,469 919 2,550 34 0.93 1.72 3,505 947 2,559 35 0.91 1.69 3,541 974 2,567 36 0.89 1.66 3,576 1,002 2,574 37 0.88 1.63 3,611 1,030 2,581 38 0.86 1.60 3,644 1,058 2,587 39 0.85 1.57 3,678 1,086 2,592 40 0.83 1.55 3,710 1,114 2,597 41 0.82 1.52 3,743 1,141 2,601 42 0.81 1.50 3,774 1,169 2,605 43 0.79 1.48 3,806 1,197 2,608 44 0.78 1.45 3,836 1,225 2,611 45 0.77 1.43 3,867 1,253 2,614 46 0.76 1.41 3,896 1,281 2,616 47 0.75 1.39 3,926 1,308 2,617 48 0.74 1.37 3,955 1,336 2,619 49 0.73 1.35 3,984 1,364 2,619 50 0.72 1.34 4,012 1,392 Z620 CUBIC FEET OF STORAGE 51 0.71 1.32 4,040 1,420 2,620 REQUIRED 52 0.70 1.30 4,067 1,448 2,620 53 0.69 1.29 4,095 1,476 2,619 54 0.69 1.27 4,121 1,503 2,618 55 0.68 1.26 4,148 1,531 2,617 56 0.67 1.24 4,174 1,559 2,615 57 0.66 1.23 4,200 1,587 2,613 58 0.65 1.21 4,226 1,615 2,611 59 0.65 1.20 4,251 1,643 2,609 60 0.64 1.19 4,276 1,670 2,606 61 0.63 1.18 4,301 1,698 2,603 62 0.63 1.16 4,326 1,726 2,600 63 0.62 1.15 4,350 1,754 2,596 64 0.61 1.14 4,374 1,782 2,592 65 0.61 1.13 4,398 1,810 2,588 66 0.60 1.12 4,421 1,837 2,584 67 0.60 1.11 4,445 1,865 2,579 68 0.59 1.10 4,468 1,893 2,575 69 0.58 1.08 4,491 1,921 2,570 70 0.58 1.07 4,513 1,949 2,564 71 0.57 1.06 4,536 1,977 2,559 72 0.57 1.06 4,558 2,004 2,554 73 0.56 1.05 4,580 2,032 2,548 74 0.56 1.04 4,602 2,060 2,542 75 0.55 1.03 4,624 2,088 2,536 76 0.55 1.02 4,645 2,116 2,529 77 0.54 1.01 4,666 2,144 2,523 78 0.54 1.00 4,687 2,172 2,516 79 0.54 0.99 4,708 2,199 2,509 80 0.53 0.99 4,729 2,227 2,502 81 0.53 0.98 4,750 2,255 2,495 82 0.52 0.97 4,770 2,283 2,487 83 0.52 0.96 4,791 2,311 2,480 84 0.51 0.95 4,811 2,339 2,472 SOUTH BASIN DETENTION POND DESIGN EXISTING LAND USE OPEN LAND PROPOSED LAND USE COMMERCIAL DOWNTOWN DRAINAGE AREA 1.22 ACRES SLOPE 0.015 FT/FT OVERLAND DISTANCE 280 FEET EXISTING CONDITIONS EXISTING LAND USE OPEN LAND AREA 1.22 ACRES C-COEFFICIENT 0.20 TOC 18 MINUTES DESIGN STORM 10-YEAR INTENSITY AT Tc 1.50 INCHES/HOUR PEAK RUNOFF RATE 0.360 CFS DEVELOPED CONDITIONS PROPOSED LAND USE COMMERCIAL AREA 1.22 ACRES C-COEFFICIENT 0.80 TOC 6 MINUTES DESIGN STORM 10-YEAR DURATION INTENSITY RUNOFF VOLUME RELEASE STORAGE (MIN) (IN/NR) (CFS) (CUBC FT) (CUBC FT) (CUBC FT) 6 2.86 2.79 1,004 130 875 7 2.59 2.52 1,060 151 909 8 2.37 2.31 1,111 173 938 9 2.20 2.14 1,158 194 963 10 2.05 2.00 1,201 216 985 11 1.93 1.88 1,242 238 1,004 12 1.82 1.78 1,280 259 1,021 13 1.73 1.69 1,317 281 1,036 14 1.65 1.61 1,351 302 1,049 15 1.58 1.54 1,384 324 1,060 16 1.51 1.47 1,416 346 1,070 17 1.45 1.42 1,446 367 1,079 18 1.40 1.37 1,475 389 1,087 19 1.35 1.32 1,504 410 1,093 20 1.31 1.28 1,531 432 1,099 21 1.27 1.24 1,557 454 1,104 22 1.23 1.20 1,583 475 1,108 23 1.19 1.16 1,608 497 1,111 24 1.16 1.13 1,632 518 1,113 25 1.13 1.10 1,655 540 1,115 26 1.10 1.08 1,678 562 1,117 27 1.08 1.05 1,700 583 1,117 28 1.05 1.03 1,722 605 1,117 CUBIC FEET OF STORAGE 29 1.03 1.00 1,743 626 1,117 REQUIRED 30 1.00 0.98 1,764 648 1,116 31 0.98 0.96 1,785 670 1,115 32 0.96 0.94 1,805 691 1,113 33 0.94 0.92 1,824 713 1,111 34 0.93 0.90 1,843 734 1,109 35 0.91 0.89 1,862 756 1,106 36 0.89 0.87 1,881 778 1,103 37 0.88 0.86 1,899 799 1,099 38 0.86 0.84 1,916 821 1,096 39 0.85 0.83 1,934 842 1,092 40 0.83 0.81 1,951 864 1,087 41 0.82 0.80 1,968 886 1,083 42 0.81 0.79 1,985 907 1,078 43 0.79 0.78 2,001 929 1,072 44 0.78 0.76 2,017 950 1,067 45 0.77 0.75 2,033 972 1,061 46 0.76 0.74 2,049 994 1,055 47 0.75 0.73 2,064 1,015 1,049 48 0.74 0.72 2,080 1,037 1,043 49 0.73 0.71 2,095 1,058 1,036 50 0.72 0.70 2,110 1,080 1,030 51 0.71 0.69 2,124 1,102 1,023 52 0.70 0.69 2,139 1,123 1,016 53 0.69 0.68 2,153 1,145 1,008 54 0.69 0.67 2,167 1,166 1,001 55 0.68 0.66 2,181 1,188 993 56 0.67 0.65 2,195 1,210 985 57 0.66 0.65 2,209 1,231 977 58 0.65 0.64 2,222 1,253 969 59 0.65 0.63 2,236 1,274 961 60 0.64 0.62 2,249 1,296 953 61 0.63 0.62 2,262 1,318 944 62 0.63 0.61 2,275 1,339 935 63 0.62 0.61 2,287 1,361 927 64 0.61 0.60 2,300 1,382 918 65 0.61 0.59 2,313 1,404 909 66 0.60 0.59 2,325 1,426 899 67 0.60 0.58 2,337 1,447 890 68 0.59 0.58 2,349 1,469 881 69 0.58 0.57 2,361 1,490 871 70 0.58 0.57 2,373 1,512 861 71 0.57 0.56 2,385 1,534 852 72 0.57 0.55 2,397 1,555 842 73 0.56 0.55 2,408 1,577 832 74 0.56 0.55 2,420 1,598 822 75 0.55 0.54 2,431 1,620 811 76 0.55 0.54 2,443 1,642 801 77 0.54 0.53 2,454 1,663 791 78 0.54 0.53 2,465 1,685 780 79 0.54 0.52 2,476 1,706 770 80 0.53 0.52 2,487 1,728 759 12O0 l i I I I I 11 I i I 140 1 1 1 1 1 1 1 1 1 I I ( I I I I I { I I I I I I I I ► 1 I I I I I I I I 1000 I I I I 1 1 { I 1 I I I I 1 1 1 120 Izi I ° I I I i l l i l I I I I Io I I I I I l �. { I I I I ► l �, 1 9 1 1 1 I I I I I1 Ii I I l I1 11 I � I I l i i � i f i ► I i 1 1 1 11 { I goo 11 1 ! I ! 1 1 I { I { I I I I I I I 100 2 I I I I 11 11 j VI I I l l l I I I z W 11 I I j I 1 11 ! 73 ? 600 LL so z W I I I I I I I ( I I I - I W � I I I 1 1 1 I II I 11 1 1 1 I I o I I I I vI I I I I I I I I i I I I lI 1 1 (� ! ! 0 { 1 1 so 400 { I I I I IAAIVI A I I 1 I I o I I lI z 1 J I 1VA w 200 ( { I 1I ! I I 40 0 i j ! ( ( 1 I PREDEVELOP, ! I I I ! I 20 f I 1 I I I I I i e DEVELOPED I I I I ! I I I ! 0 EAST BASIN SOUTH BASIN WEST BASIN FIGUREI-1 TIME OF CONCENTRATION (Rational Formula) 30' LO '0N Q 00 r-I Cr) r� C� CD (D W > LO LO Lu U') CD t= vn z Ll- 0 < U) < ui CD g o tnz cy')z 0 0< cr)= cn Z W LLI N '0 U- C4 I CO U*) "T CY*) 2jnOH �13d SqHONI NI AiISMUNI IIV-�NMd FIGURE 1-2 RAINFALL INTENSITY—DURATION IN MINUTES 31 APPENDIX 5 STORMWATER PLAN SHEETS , ------------ STA:6+55.61,72472'LT:; - Il CATCH BASIN'( -- fI; II RIM;4683.24 IE IN:4680.37(12' IE OUT:4680.37(12'W)'•;•';'•- ^ II IE OUT:4680.27(12'S) ;•..E•1i } 12'MANIFOLD FOR'STORMTECH� + 1; 14 LF OF 12'0 0. RETENTION FAC_Wtt \'.-.`.- _T -c_T_ 0 50 100 ,'• ' {1 �� CBJ SCALE IN FEET STA i i �'' I i'• CAT -RIM LEGEND STORMTECH IFII.'(RAl10N FACILITY I STA PROPERTY LINE SC-310 CHAMBERS:FOUR(4)ROWS 0 150 LF PER ROW I I - - W� PROPOSED MAJOR CONTOURS ;° PROVIDED STORAGE VOLUME IS 2,SiD CUBIC FEET i I - ;' PLACE NON-WOVEN FABRIC ALONG TRENCH BOTTOM AND SIDES I jl � _ X1f PROPOSED MINOR CONTOURS O5 EXISTING MAJOR o "-"--'� A CONTOURS �W z_ tiiili .. I ---X'k'------------ EXISTING MINOR CONTOURS In =N U 45—5D PROPOSED STORM PIPE S 3 _ I STP-- CONCRETE VALLEY CUTTER w s M PROPOSED CATCH BASIN J 2 N LL IE:: PROPOSED STORM MANHOLE ' c'L3 I T ® 38 °� PROPOSED CLEANOUT ' N u M STA:5+07.57,678.19'LT -3� OZ z o CATCH BASIN I I V� 5 m RIM;4684.67•, I I -SD-----SD— EXISTING STORM LINE p I I o. IE IN:4680.88(6'S) •,� ( a `� EXISTING CATCH BASIN V! o a IE OUT:4680.BB(6'W) I t•, I ( 3 — EXISTING DITCH c PROPOSED GAS LINE PROPOSED ELECTRICAL LINE STA:3+49.18,677'99'LT _T! 6"STORM CLEANOUT I - PROPOSED TELEPHONE LINE RIM:46B7.00 \ IE OUT:4682.44(6-N) '? Q : 1 W URBAN WATERWAYElf 0 I I v0 Z ¢ Z 0 \ F— Q z ` \ , cn ¢ \\ \ > W w \\ l) I Q 0 m Z m w CL •'�11 _ •�,/._ I ) BRANDONLEE L tOS No.40888 PE �4iC r DESIGNER J.BRUHN S I DRAW74BY. ( I ✓1—^ _ L.HURTADO ., ' L` j :'�'j:,'_-.'.`.i'.i i,�.•:-''- APPROVED BY: L•-� i SY - _ _ ——. B.JOHNSON a I DATE. AUGUST,2016 CALL BEFORE YOU DIG JOE lb a 810.09 _ THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION - AND PROTECTION OF ALL EXISTING UTILITIES.THE CONTRACTOR SHALL DRAWING FILE N. VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING iB10.090-01 THE UNDERGROUND LOCATE LINE (BOO)424-5555 A MINIMUM OF NOT FOR CONSTRUCTION oRawncNo. 46 HOURS PRIOR TO ANY EXCAVATION. 5p"01 SHEMb 5 OF 16 APPENDIX Irerracon . . � .. GeoReport WinCo Foods - Bozeman Terracon Project No. AJ155010 Prepared for: WinCo Foods LLC Boise, ID February 3, 2016 OWTAA PIEF,'C O 3416P f p 1.0 EXECUTIVE SUMMARY A report of our geotechnical engineering investigation and analysis has been completed for the proposed construction of a new Winco Foods Store at the Bozeman, Montana site on North 27tn Avenue. Sixteen soil borings, designated B-01 through B-16, and eight test pits, designated TP 1 through TP 8 were completed to depths of approximately 3.8 to 22 feet below existing ground within the proposed 8.8 acre construction area. This report provides earthwork, foundation and flexible pavement thickness design recommendations for construction of the proposed project. The following geotechnical considerations were identified: The native poorly to well graded gravels encountered on site are a suitable foundation subgrade material for support of the proposed building foundation. Provided the recommendations included herein are followed during construction, acceptable settlement is anticipated with the expected loads. Historic aerial photographs of the site indicate that a historic drainage channel that existed in proximity to the proposed building's east wall has been filled and subsequently a public water main has been installed in it. Other aerials indicate that the site has been previously regraded. This historic information led to our decision to excavate several test pits within the building footprint in addition to our soil borings to better identify topsoil and fill material depths, and potentially reduce soil removal and replacement quantities. Based on our soil boring and test pit information, building foundations should be supported on native poorly to well graded gravels or Structural Fill extending to the native gravels. Depending on final floor slab elevation, this will result in some areas in two to three feet of lean clay removal and import gravel placement. Building floor slabs can be supported on a layer of cushion or base course gravel placed directly on the prepared native clay or gravel subgrade, or Structural Fill used for grade raising. The native lean clay is the controlling pavement subgrade soil and should provide suitable support for flexible pavements when properly compacted with positive surface drainage. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. PROJECT DESCRIPTION Our initial understanding of the project was provided in our Stage 1 submittal in Project Understanding. During the period of collaboration that has transpired since the project was initiated, our understanding of the project conditions has not changed. Our scope of services was developed based on this understanding of the project, and the details are shown below. 7=7 - -- Item Description 1 (See Site Location) The proposed WinCo Foods Store will be on an Project location approximately 8.8 acre parcel located northwest of the intersection of Cattail Street and North 27'h Avenue in Bozeman, Montana. Proposed structure The project will include a one (1)-story building with a footprint of about 85,000 square feet. We assume the proposed WinCo store will be typical of other WinCo structures recently constructed. Loads and construction have been assumed consistent Building with WinCo Foods Site Design Criteria Manual, dated January 1, 2011, which construction includes masonry-block load-bearing and non-load-bearing walls, steel columns, girders and joists for support of the roof structure. The floors will be slab-on-grade. Columns: 150 kips Maximum loads Walls: 4 kips per linear feet Slabs: 300 pounds per square foot Finished floor elevation is unknown at this time. Grading We anticipate minor permanent cuts and/or fills on the order of 3 feet or less, except for the truck loading ramp, which is anticipated to be 4 feet below adjacent grade. Retained No free-standing retaining walls are anticipated. Earth Structures Below grade The truck loading ramp is anticipated to be approximately 4 feet below adjacent construction grades. Stormwater We understand that stormwater will be disposed on site, but that the specific Facilities stormwater management areas have not been determined. Parking areas and drives are anticipated to consist of asphaltic concrete and/or Portland cement concrete. Traffic volumes are anticipated to consist of the Pavements following: Standard Duty: 90,000 ESALs Heavy Duty: 180,000 ESALs 1.0 EXECUTIVE SUMMARY A report of our geotechnical engineering investigation and analysis has been completed for the proposed construction of a new Winco Foods Store at the Bozeman, Montana site on North 271h Avenue. Sixteen soil borings, designated B-01 through B-16, and eight test pits, designated TP 1 through TP 8 were completed to depths of approximately 3.8 to 22 feet below existing ground within the proposed 8.8 acre construction area. This report provides earthwork, foundation and flexible pavement thickness design recommendations for construction of the proposed project. The following geotechnical considerations were identified: The native poorly to well graded gravels encountered on site are a suitable foundation subgrade material for support of the proposed building foundation. Provided the recommendations included herein are followed during construction, acceptable settlement is anticipated with the expected loads. Historic aerial photographs of the site indicate that a historic drainage channel that existed in proximity to the proposed building's east wall has been filled and subsequently a public water main has been installed in it. Other aerials indicate that the site has been previously regraded. This historic information led to our decision to excavate several test pits within the building footprint in addition to our soil borings to better identify topsoil and fill material depths, and potentially reduce soil removal and replacement quantities. Based on our soil boring and test pit information, building foundations should be supported on native poorly to well graded gravels or Structural Fill extending to the native gravels. Depending on final floor slab elevation, this will result in some areas in two to three feet of lean clay removal and import gravel placement. Building floor slabs can be supported on a layer of cushion or base course gravel placed directly on the prepared native clay or gravel subgrade, or Structural Fill used for grade raising. The native lean clay is the controlling pavement subgrade soil and should provide suitable support for flexible pavements when properly compacted with positive surface drainage. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. PROJECT DESCRIPTION Our initial understanding of the project was provided in our Stage 1 submittal in Project Understanding. During the period of collaboration that has transpired since the project was initiated, our understanding of the project conditions has not changed. Our scope of services was developed based on this understanding of the project, and the details are shown below. `item `Description -_.w. _ _ (See Site Location) The proposed WinCo Foods Store will be on an Project location approximately 8.8 acre parcel located northwest of the intersection of Cattail Street and North 271h Avenue in Bozeman, Montana. Proposed structure The project will include a one (1)-story building with a footprint of about 85,000 square feet. We assume the proposed WinCo store will be typical of other WinCo structures recently constructed. Loads and construction have been assumed consistent Building with WinCo Foods Site Design Criteria Manual, dated January 1, 2011, which construction includes masonry-block load-bearing and non-load-bearing walls, steel columns, girders and joists for support of the roof structure. The floors will be slab-on-grade. Columns: 150 kips Maximum loads Walls: 4 kips per linear feet Slabs: 300 pounds per square foot Finished floor elevation is unknown at this time. Grading We anticipate minor permanent cuts and/or fills on the order of 3 feet or less, except for the truck loading ramp, which is anticipated to be 4 feet below adjacent grade. Retained No free-standing retaining walls are anticipated. Earth Structures Below grade The truck loading ramp is anticipated to be approximately 4 feet below adjacent construction grades. Stormwater We understand that stormwater will be disposed on site, but that the specific Facilities stormwater management areas have not been determined. Parking areas and drives are anticipated to consist of asphaltic concrete and/or Portland cement concrete. Traffic volumes are anticipated to consist of the Pavements following: Standard Duty: 90,000 ESALs Heavy Duty: 180,000 ESALs Proposed Winco Store m Bozeman, Montana Irerracon December 28, 2015 m Terracon Project No.AJ155010 GeoRepo EXPLORATION AND TESTING PROCEDURES Field Exploration Our field exploration included drilling sixteen borings and excavating eight test pits to depths of about 3.8 feet to 21.5 feet below the existing site grade. A truck-mounted drill rig equipped with continuous-flight hollow-stem augers was used to drill the borings and a Cat mini-excavator to excavate the test pits. The boring and test pit locations were selected by the Owner and Terracon and were located in the field using a handheld GPS device. Ground-surface elevations at the boring locations were measured by others using conventional GPS surveying methods. Elevations reported on the boring logs are rounded to the nearest 0.5 foot. The locations and elevations should be considered accurate only to the degree implied by the means and methods used to define them. The approximate boring locations are shown on the Exploration Flan. A Terracon field engineer recorded a log of each boring and test pit during the drilling operations. These field logs included visual classifications of the materials encountered in the field and our interpretation of the subsurface conditions between samples. Final boring and test pit logs were prepared that represent the engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory. Copies of the logs are presented in Exploration Results. Disturbed soil samples were obtained at various depths in the borings using a 2-inch- outside-diameter split-spoon sampler driven in general accordance with the Standard Penetration Test (SPT). The result of the SPT is an N-value. The N-value is the number of blows from a 140- pound hammer falling from a height of 30 inches that are required to drive the split-spoon sampler the last 12 inches of an 18-inch interval (or the distance indicated). N-values are shown on the boring logs. Undisturbed soil samples were also obtained in the fine grained soils encountered utilizing thin-walled Shelby Tube and Ring samplers. These samples were tested in the laboratory for consolidation and unconfined compressive strength properties which are used for estimating soil shear strength and settlement. The N-value referenced above provides a reasonable estimate of the relative in-place density of non-cemented sandy type materials. However, the N-value only provides an indication of the relative stiffness of cohesive materials, since the penetration resistance of these soils may be affected by the moisture content. Considerable care must be exercised in interpreting the N-value in gravelly soils, particularly where the size of the gravel particles exceeds the inside diameter of the sampling spoon. Responsive r Resourceful Reliable Irerracon Proposed Winco Store m Bozeman, Montana December 28, 2015 m Terracon Project No.AJ155010 GeoReport An automatic SPT hammer was used to advance the split-spoon sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the cathead and rope method. The higher efficiency of the automatic hammer affects the standard penetration resistance blow count (N- value) by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Laboratory Testing Samples obtained during the field exploration were transferred to the laboratory and visually classified in general accordance with the Unified Soil Classification System described in Exploration Results. Representative samples were selected for testing to determine physical and engineering properties of the subsurface materials. Following are the laboratory tests conducted and a brief description of the purpose of each test: �.�Test Conducted _ � To[}etermine Natural moisture content Moisture content of the sample. Unit weight Dry unit weight of the sample representative of the in-place conditions. Gradation (sieve analysis) Grain size distribution of the sample material. Percent passing the No.200 sieve Amount of clay/silt sized particles in the sample. Atterberg limits Plasticity of the sample. pH and resistivity Corrosive potential of soil to buried metal. Sulfate content Potential of soil to degrade concrete. Chloride content Potential of soil to corrode reinforcement in concrete. California Bearing Ratio(CBR- Ability of a soil to withstand a traffic loading. value Moisture/density relationship Maximum density and optimum moisture content of the soil for a (standard proctor) given compaction effort. Consolidation Axial strain associated with various loads and time for strain to occur; used for settlement analysis. Unconfined Compressive Strength Ultimate soil shear strength, used for bearing capacity analysis. The tests were performed in general accordance with their respective ASTM standards. These standards are a reference to general methodology. In some cases, variations to methods are applied as a result of local practice or professional judgment. Results of the laboratory tests are generally summarized on the boring logs presented in Exploration Results. Graphical results of the gradation, CBR-value, consolidation, unconfined Responsive a Resourceful w Reliable Proposed Winco Store m Bozeman, Montana Irerralcon December 28, 2015 w Terracon Project No.AJ155010 GeoReport compressive strength and standard proctor tests are also presented in Exploration Results. A discussion regarding the results of the pH, resistivity, and sulfate content tests will be presented in the Stage 3 report. Responsive x Resourceful w Reliable Irerralcon Proposed Winco Store m Bozeman, Montana December 28, 2015 w Terracon Project No.AJ155010 GeoReport SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publically available topographic maps and aerial photographs. Representative photos are provided in our Photography Log. ITEM DESCRIPTION The proposed WinCo Food Store will be on an approximately 8.8 acre parcel northeast of the intersection of North 27th Avenue and Cattail Street in Parcel information Bozeman, Montana. See Site Location Existing The site is currently undeveloped, with the exception of the City water and improvements sewer mains that traverse the property. The project site is in an area of Bozeman currently developing into multi- Surrounding family residential neighborhoods and retail development, The site is just a developments few blocks west of a major arterial roadway. Several retail developments are located to the north and east of the site. Current ground cover I Native grasses and weeds. Existing topography The site slopes down moderately from south to north, with elevation changes of approximately 7 feet across the site. Responsive a Resourceful m. Reliable Irerracon Proposed Winco Store p Bozeman, Montana December 28, 2015 m Terracon Project No.AJ155010 GeoRepo GEOTECHNIGAL MODEL Specific conditions encountered at each boring and test pit location are indicated on the individual logs,which are presented in Exploration Results. Stratification boundaries on the logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Based on our explorations and laboratory testing, a summary of generalized soil conditions for the project site are presented below. The soils encountered generally consisted of lean clay overlying poorly to well graded gravel with silt and sand. The soil strata are described in more detail below: Description Approximate Depth to Material Encountered Consistency/Density Bottom of Stratum(feet) Stratum 1 I Varies from 1.0 to 2.3 Topsoil, Organic Material, - Lean Clay Fill Stratum 2 Varies from 2.7 to 9.0 Lean Clay, Lean Clay Medium Stiff to Very Stiff w/Gravel, Silt Stratum 3 Varies from 5.8 to 21.5 Poorly-Graded to Well- Graded Gravel with Sand Medium Dense to Very (Depth Explored) and Silt Dense The gravels are overlain by the lean clay with gravel across the site. The gravels, Stratum 3, are typically medium to very dense with Standard Penetration Test (SPT) N values ranging from 16 to more than 100 blows per foot. The gravel is multi-colored, subangular to subrounded, with medium to coarse grained snad and some clay lenses. The lean clay, Stratum 2, varies from medium to very stiff, with Standard Penetration Test (SPT) N values ranging from 5 to 16 blows per foot. The clay is brown, and has scattered gravel and silt pockets in the matrix. The clay also has low to moderate plasticity and swell potential as indicated by the laboratory testing results shown below. Sample Location/Depth Liquid Limit, (%) Plastic Limit, {%) Plasticity Index, (%) Boring B-2, 2.5 ft 34 18 16 Boring B-8, 4.5 ft I 30 22 8 Boring B-12, 3.5 ft 32 24 8 Boring B-16, 3.5 ft 46 ( 25 21 A composite sample of the lean clay was tested in the laboratory for sulphates, ph and resistivity. The results of these tests are presented in the Exploration Results section of this report and indicate that the soil is corrosive to buried metal. Responsive m Resourceful a Reliable Irerracon Proposed Winco Store ® Bozeman, Montana December 28, 2015 m Terracon Project No.AJ155010 GeoReport Groundwater The boreholes and test pits were observed during and after completion for the presence and level of groundwater. Groundwater was encountered at depths ranging from 6.5 to 9.0 feet below ground surface in the borings during the field investigation. No groundwater was observed in the test pits. One borehole had a perforated PVC pipe installed in it for future monitoring. Borings and test pits were backfilled with auger cuttings and excavated materials before our field crew left the site. The groundwater depth in Boring B-04 was measured at 7.0 feet below ground surface on January 22, 2016. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, local irrigation practices, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Evaluation of the factors that affect groundwater fluctuations is beyond the scope of this report. Responsive m Resourceful w Reliable SITE PREPARATION The following aspects of site preparation are discussed in the sections below: • Clearing and grubbing • Public water main relocating • Material Types • Earthwork placement and compaction As discussed in detail in the Shallow Foundations section of this report and below, portions of the site have been filled and regraded in the past, and there is currently a public water main under a portion of the proposed east building wall. The recommendations presented in this GeoReport for design and construction of foundations, slabs, and pavements are contingent upon the successful performance of the tasks related to the earthwork recommendations outlined in this section. Earthwork on the project should be observed and evaluated by Terracon. Monitoring of earthwork should include observation of foundation and subgrade preparation, placement and testing of engineered fill materials and other geotechnical aspects of project construction. Site Clearing and Subgrade Preparation Prior to construction, the pubic water main referenced above, should be relocated outside of the building footprint. This relocation should be coordinated with the City of Bozeman Public Works, Engineering and Utilities Departments. Also, prior to construction, deleterious materials such as fill, vegetation, root systems, topsoil, debris, manmade structures/utilities, and soft,frozen, disturbed, or otherwise unsuitable materials should be completely removed from all proposed construction areas. Exposed surfaces should be free of mounds and depressions that could prevent uniform compaction such as those currently in place on the south side of the site. All of the topsoil in these piles should be removed from the site, and the shallow depressions filled with Structural Fill. The eight test pit locations should be excavated to the bottom of the test pit elevations as shown on the test pit logs and the removed material replaced with Structural Fill prior to excavation of building foundations. Construction disturbance of the native soils should be recovered through re-compaction in accordance with the Compaction Requirements section of this report prior to the placement of Structural Fill. Material Types Engineered fill material requirements vary depending on the intended use of the material. The following table summarizes the fill material designations and the zones where they may be placed. € dccepta le Lob jon for Fill DesignationMaterials . I a , en . On-site lean clays and poorly to well-graded gravel soils may be used as Site Grading Materials with engineer approval. Pavement and other non- Site Grading Materials On-site soils may only be used as Site building areas. Grading Materials provided they are free of topsoil, fill, vegetation and other deleterious materials. Structural Fill should consist of 3-inch minus uncrushed aggregates meeting the Building foundations (as Structural Fill requirements of Montana Public Works required). Grade Raising for Standard Specifications Sixth Edition slab areas. (MPWSS)Section 02234. Aggregate base should meet the Base course material for Aggregate Base requirements for 11/2-inch crushed aggregate pavements and floor slabs. in accordance with MPWSS Section 02235. 1. Engineered fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each rriateriai type should be submitted to the geotechnicai engineer for evaluation. Compaction Requirements Fill materials should be placed in horizontal, loose lifts not exceeding 8 inches thick. Structural Fill, Aggregate Base and granular Site Grading Materials should be adjusted to near optimum water content, and compacted to the minimum percentages of maximum dry density shown in the following table. Native clay soils exposed in the subgrade or used as Site Grading Materials should be adjusted to -1% to +2% of optimum water content, and compacted to the minimum percentages of maximum dry density shown in the following table. Each lift of fill should be tested at sufficient locations within the structure footprint and parking/drive areas to verify compliance with the density requirements presented in the following table. 777771 7777771 Lacatton Percent of Maximum 0�Y Densify ASTM D698 Beneath foundations 98 Lcrcat�on Percent of Max�miam dry Other areas of fill and backfill, including backfill against foundations, floor slab subgrade and parking lot 95 subgrade Utility Trench Backfill Utility trenches are a common source of water infiltration and migration. Utility trench backfill should be placed and compacted to reduce conveyance of infiltrated and other subsurface moisture toward the building. A compacted clay cap of minimum 12 inch thickness should be provided as trench cover. All trench backfill material should be placed and compacted to comply with the moisture content and compaction recommendations for fill stated previously in this report. Grading and Drainage All grades must provide effective drainage away from the building during and after construction. Roof runoff and surface pad drainage should be collected and discharged far enough away from the structure to limit wetting of the foundation soils. Water permitted to pond next to the building could result in unacceptable differential floor slab movements, cracked slabs and walls, and roof leaks. Effective drainage should be maintained for the life of the structure. Exposed ground should be sloped at a minimum 5 percent away from the structures for at least 10 feet beyond the perimeter of the structures. After construction, we recommend verifying final grades to document that effective drainage has been achieved. Grades around the structures should be periodically inspected and adjusted as necessary, as part of the facility's maintenance program. Earthwork Construction Considerations The contractor should anticipate encountering buried features on the site, possibly including utilities, tree roots, historic drainage channels etc. Special attention should be given to removing buried features and properly compacting backfill in excavations resulting from their removal. Failure to remove existing manmade features, and other unsuitable materials including concentrations of tree roots, and/or failure and to properly backfill and compact soil in the resulting excavations may result in cracking of overlying floor slabs, foundations, and pavements. Relatively shallow groundwater was encountered in the borings drilled on-site, at depths ranging from 6.5 to 9 feet below ground surface. Seasonal variations in groundwater levels could result in the need to dewater utility trenches and foundation excavations. Grading operations should be controlled to prevent water from flowing into construction areas. Excessive wetting or drying of the subgrade soils should be avoided during construction. Excess water should be promptly removed. Soils exposed during construction will be susceptible to rutting or pumping under construction traffic when wet. Soils that rut, pump, or are otherwise disturbed are not suitable for support of foundations, floor slabs, or pavements, and should be removed and replaced with Structural Fill. Measures that may help reduce disturbance of exposed soils include performing earthwork during warm, dry weather, the use of light track-mounted equipment, and avoidance of heavy repeated traffic over a given area. The Contractor is responsible for designing and constructing stable, temporary excavations as required to maintain stability of the excavation sides and bottom, and for protecting existing facilities/utilities. Excavations should be sloped or shored in accordance with local, state, and federal regulations, including current OSHA excavation and trench safety standards. SHALLOW FOUNDATIONS Design Parameters 77777777777777 Descri tlon j, r terra Foundation type Conventional shallow spread footings. Re-compacted native poorly- graded to well-graded Foundation bearing material gravel with silt and sand or Structural Fill extending to native gravel may be used as a foundation subgrade. Allowable bearing pressure 4,000 psf' Columns: 36 inches Minimum footing width Strip footings: 24 inches Minimum embedment depth below lowest Interior Column footings: 24 inches adjacent permanent finished grade Exterior Strip footings:48 inches(for frost protection) Total: 1 inch or less Estimated settlement Differential: 3/ inch Ultimate coefficient of friction to resist 0.70 (An appropriate factor of safety should be sliding applied to this value for use in design.) 1. The allowable bearing capacity may be increased by 1/3 for support of temporary loads such as those generated by wind and seismic events. Structural Fill, where necessary to achieve foundation grade above native gravel, should extend laterally from the foundation edges at least a distance equal to 2/3 of the - Design 2/3D W 213D depth of the compacted fill below the Footing Level footing base elevation (8 inches laterally for COMPACTED STRUCTURAL D — a supporting layer of 12-inches), as shown Recommended FILL in the adjacent figure. Excavation Level z Prepared"Native Gravel Overexcavation / Backfill NOTE:Excavations in sketches shown vertical for convenience.Excavations should be sloped as necessary for safety. Foundation Construction Considerations Care should be taken when excavating the foundations to minimize disturbances to the supporting soils. But, disturbances by construction equipment will occur and these surfaces should be re- compacted prior to Structural Fill placement and/or footing construction. Soils that rut, pump, or are otherwise disturbed are not suitable for support of foundations and should be removed and replaced with compacted Structural Fill. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating and foundation preparation to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction During the field portion of this investigation, groundwater was encountered in the borings at depths ranging from 6.5 to 9 feet below ground surface. Seasonal variations in groundwater levels within the project site could result in the need to dewater some of the foundation excavations during construction. Historic aerial photographs confirm that portions of the site, including the building area, have been filled or regraded in the past. This fill was encountered in some of the test pits. The aerials show a natural drainage in the area of the proposed building's east wall. This drainage was rerouted to its present location west of the building sometime in the past ten years and the channel was filled in. There is currently a public water main in-place along this historic drainage channel. The City of Bozeman water main, currently located along the east side of the proposed building, will have to be moved if the proposed building location is maintained, to prevent constructing portions of the building over the water main. The water main trench within the proposed building envelope will have to be filled with Structural Fill full depth to provide suitable foundation subgrade soils. To prevent placing the proposed structure's foundation on unconsolidated fill material, it is critical that all foundation excavations be observed by a Terracon geotechnical engineer and the subgrade soils tested to confirm appropriate subgrade materials are in-place. It may be necessary to remove several feet of fill or otherwise unsuitable material from the foundation excavations and replace it with Structural Fill based on engineering observation of the construction excavations. FLOOR SLABS Design Parameters __._ [�escr�pt�ga � Interior floor system Slab-on-grade concrete Minimum 6 inches of 1 1/2-inch-minus crushed aggregate base. Aggregate base Floor slab support should be placed on native gravel or lean clay soils or Structural Fill prepared in accordance with this report. Additional floor slab design and construction recommendations are as follows: 1. Floor slabs should be structurally independent of any building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. Positive separations and/or isolation joints should be provided between slabs and all foundations, columns, or utility lines to allow independent movement. Control joints should be provided in slabs to control the location and extent of cracking. * Interior utility trench backfill placed beneath slabs should be compacted in accordance with the recommended specifications in the earthwork section of this report. Floor slabs should not be constructed on frozen subgrade. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1 R, are recommended. 2. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Floor Slab Construction Considerations Aggregate base course should be placed over the exposed native soils immediately following subgrade preparation to reduce the potential for the prepared subgrade to dry. If Structural Fill or base course is not immediately placed and the subgrade soils are allowed to dry, the subgrade should be reworked by scarifying, moisture conditioning, and compacting, as described in the above Compaction Requirements section of this report. Particular attention should be paid to high traffic areas that may have become rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable materials are located should be repaired by removing and replacing the affected material with properly compacted fill. It may also be necessary to place a separation geotextile, such as Mirafi 140 N or an approved equal, on the subgrade prior to Structural Fill placement. All floor slab subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of the Structural Fill, base course and concrete BELOW GRADE STRUCTURES Design Parameters Below grade walls are planned in the loading dock area. Below grade structures with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The"at-rest"condition assumes no wall movement. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. S=Surcharge For active pressure movement TS (0.002 H to 0.004 H) For at-rest pressure -No Movement Assumed Horizontal f Finished f Grade lH I Horizontal Finished Grade j. 1 —p2—►}d—p,—bf ` Retaining Wall Earth Pressure Coefficients Earth Pressure Coefftcfientc Equwalertt Ftud-- surcharge ; Earth Pressitr , � Ccindliltlo ill Typ �[�ensi�jr��cf} � Press r+�y fia�{�►�f) 2(00 Active (Ka) Structural Fill- 35 (0.27)S (35)H 0.27 40 (0.30)S (40)H Native Gravel - 0.30 At-Rest(Ko) Structural Fill - 55 (0.43)S (55)H 0.43 60 (0.46)S (60)H Native Gravel- 0.46 Passive (Kp) Structural Fill - 500 I --- --- 3.7 430 --- --- Lean Clay—3.3 To account for the seismic thrust of the backfill in unbalanced conditions, such as for the loading dock retaining walls, an additional force calculated using a seismic earth pressure coefficient of kh= 0.19 should be used. This will result in an approximate resultant seismic thrust of 9.6 H 2 (pounds per lineal foot) acting on the wall at height 0.6 H (ft) above the wall base. Applicable conditions to the above include: For active earth pressure, wall must rotate about base, with top lateral movements of about 0.002 H to 0.004 H, where H is wall height For passive earth pressure to develop, wall must move horizontally to mobilize resistance Uniform surcharge, where S is surcharge pressure In-situ soil backfill weight a maximum of 130 pcf for native gravel and 135 pcf for imported Structural Fill Horizontal backfill, compacted to a minimum of 95 percent of standard Proctor maximum dry density Loading from heavy compaction equipment not included No hydrostatic pressures acting on wall No dynamic loading No safety factor included (parameters are ultimate) Reduce passive pressure by 50 % in frost zone Retaining Wall Backfill Underdrainage Backfill placed against structures should consist of native gravel or imported Structural Fill. For the listed values to be valid, the backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. A perforated plastic underdrain line installed behind the base of walls is recommended to reduce the potential for hydrostatic loading on the walls. The invert of a drain line around a below-grade building area or exterior retaining wall should be placed near foundation bearing level. The drain line should be sloped to provide positive gravity drainage to an outfall location, or to a sump pit and pump. The drain line should be surrounded by clean,free-draining granular aggregate having less than 3 percent passing the No. 200 sieve. The free-draining aggregate should be wrapped in a non-woven drainage geotextile such as Mirafi 160 N or approved alternate. The drainage aggregate zone should comprise the foundation backfill zone from footing subgrade to at least 2 feet higher than this elevation. The backfill zone should be capped with a minimum 12 inch layer of compacted cohesive fill to reduce infiltration of surface water into the drain system. A generalized detail of this drainage system is shown on the following page; alternate systems may be applicable with engineer's approval. Aggregate Underdrain provide Positive Drainage P Soil Cover ®^®® ti*.s.. \ 's 2'Nominal —�► r;':ti Structural Fill Fill — •'tit. \ 3/8"to 3/4"open-graded drainage aggregate with non-woven 4"diameter slotted ADS geotextile wrap,such as Mirafi underdrain sloped at 0.002 ft/ft MON,or approved alternate to positive outlet. between clay and aggregate. Underdrainage should follow footing grade around the full perimeter Irerracon Proposed Winco Store m Bozeman, Montana December 28, 2015 m Terracon Project No.AJ155010 GeoReport SITE CLASSIFICATION FOR SEISMIC DESIGN 1BC4 Seismic Design Parameters �DescriptronW � °,Value Site classification D Ss,Short period horizontal spectral response acceleration (Site 0.75g (for Site Class B) Class B)3 S1, 1-second period horizontal spectral response acceleration (Site 0.17g(for Site Class B) Class B)3 Peak Ground Acceleration (PGA)4 0.285g 1. Based on Section 1613 of the 2012 International Building Code(IBC). 2. Based on Chapter 20 of ASCE 7, the seismic site class is determined from a soil profile extending to a depth of 100 feet. The current scope requested did not include a boring to a depth of 100 feet. The borings for this project extended to a maximum depth of approximately 21'/2 feet. The classification above is based on the assumption that gravel with silt and sand soils similar to those encountered in the borings continue to a depth of at least 100 feet. If desired,a geophysical exploration could be performed to confirm the site classification,or possible justify a more favorable site classification. 3. Accelerations shown above should be adjusted as required by the IBC to account for the Site Classification. 4. PGA is based on United States Geological Survey(USGS)2008 data for the 2475 year return interval. Responsive a resourceful R, Reliable PAVEMENTS Asphalt pavement section designs were based on the traffic estimates presented in Project Description. If traffic volumes will exceed the presented values, Terracon should be notified to provide pavement sections designed for higher levels of traffic. Design, construction, and maintenance considerations are also presented below. Asphalt Pavement Sections Asphalt pavement section options were designed for this project in general accordance with the procedures outlined in the 1993 Guide for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO)and based on a laboratory- determined California Bearing Ratio (CBR)value of 6 %for the native lean clay with gravel soils encountered over much of the site. Other design parameters used in the analysis include: reliability = 95%, standard deviation = 0.35, structural coefficients a1=0.41, a2=0.14, drainage coefficients m1=1.0 and m2=1.0 and a design serviceability loss of 2 psi. As requested by WinCo, recommended pavement section thicknesses are provided below for ESALs provided by WinCo that are reportedly estimated to be for a 20 year design life. — --�--- RwYcomrerxded Astahalt Pavemet# ect� +n Thickness h P s) Traffic Area .�.... the ,Asphaltic ruehed Acgrcgte Base Goncrete {1. !2 rnch) Total "Standard-duty" 3 10 13 "Heavy-duty" ( 4 9 13 1. Aggregate base and asphalt concrete should conform to Section 02510 and Section 02235 respectively of the MPWSS. 2. If actual traffic volumes exceed those presented in Project Description, the actual life of the pavement should be expected to be less than 20 years. MPWSS—Montana Public Works Standard Specifications, Sixth Edition, April 2010. As part of the subgrade preparation process, engineering observation of the compaction process and a subsequent proofrolling with a loaded 10 cubic yard tandem axle dump truck or other equipment deemed appropriate by our geotechnical engineer, should be conducted to identify soft or yielding areas. Such areas should be improved by subexcavation and replacement, possibly incorporating geotextiles and or geogrids, or recompaction as recommended by Terracon's geotechnical engineer. The base aggregates should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. The asphaltic concrete should be compacted to a minimum of 92 percent and an average of 93 percent of the maximum theoretical density, as determined by ASTM D-2041. Hot mix asphalt pavements should meet the requirements of Section 2510 of the MPWSS, Sixth Edition for Type B surface aggregate. Asphalt cement should be PG 58-28, Performance Graded Asphalt. Portland Cement Concrete Pavement Section For areas subject to concentrated, repetitive loading conditions such as dumpster pads, ingress/egress aprons, and truck dock areas we recommend using a Portland cement concrete pavement. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. 71 Recdrnrni6h a PCB Pavement Section 1'hIcktiess inc es)` Traffic Area Portland Cement Crushed'Aggrega►te Base ; Tofal At7C 3f4 inch Type'ii Dumpster pad and truck dock areas 7 4 11 1. The concrete should be air entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing per ASTM C 31. 2. Aggregate base should conform to the requirements of Section 02235 of the MPWSS. The rigid pavement section should be placed on subgrade prepared in accordance with Site Preparation. The base aggregates should be moisture conditioned to near optimum moisture content, placed in uniform lifts not exceeding 8 inches thick, and then compacted to at least 98 percent of the maximum dry density as determined by ASTM D698. As a minimum,the concrete pavement sections should be reinforced with 6-inch by W2.9/2.9 wire mesh. Reinforcement of concrete with wire mesh aids in reducing the potential for shrinkage cracks that occur in concrete to become wider. Wire mesh should be placed 2 inches below the surface using chairs to support it. In loading dock areas, 1-inch diameter dowels should be placed at mid-depth to transfer loads between joints.An adequate number of longitudinal and transverse control joints should be placed in the rigid pavement in accordance with ACI requirements. Control joints should be sawcut to '/4 of the slab thickness as soon as the slab can support the weight of a man and saw, typically less than 12 hours after concrete placement. Sealing of construction joints is essential to protect the subgrade and promote long term performance of the pavement. Joints should be sealed with sealant designed specifically for pavements subject to truck and car traffic. The joints should be sealed as soon as possible (in accordance with the manufacturer's recommendations)to reduce infiltration of water into the base and subgrade. Pavement Design Considerations Long-term pavement performance will depend on several factors, including reducing or preventing increases in subgrade moisture content and providing preventive maintenance. In general, increases in the moisture content of subgrade soils can result in adverse effects to the pavement section, including frost susceptibility or loss of subgrade strength. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. Openings in the pavement surface, such as landscape islands, are sources for water infiltration into the surrounding pavement section and subgrade. Water can collect in the islands and migrate into the underlying subgrade soils, thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated vegetation, and near-surface soils with low permeability. The civil design for pavements with these conditions should include features to restrict or collect and discharge excess water from the islands. Examples of these features are edge drains connected to the storm-water collection system or other suitable outlet and impermeable barriers that reduce lateral migration of water such as a cutoff barrier installed to a depth below the pavement section. The following should be considered as minimum recommendations in the design and construction of pavements: Provide a minimum 2% grade in the ground surface away from the edge of pavements. Provide a minimum 2% cross slope for the subgrade and pavement surface to promote proper surface drainage. Install pavement drainage at the perimeter of areas where frequent wetting, such as from irrigation or other sources of water, is anticipated. Install joint sealant and seal cracks regularly and promptly. Seal all landscaped areas adjacent to pavements to reduce moisture migration to subgrade soils. Place compacted low-permeability backfill against the exterior side of curb and gutter. Pavement Construction Considerations Pavement sections should be placed on properly prepared subgrade, as described in the Site Preparation section of this report. As construction proceeds, the subgrade may be disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may become unsuitable for pavement support. The long-term effects of localized areas of inadequately prepared subgrade may result in cracks or potholes in the pavement. Therefore, the subgrade should be carefully evaluated at the time of paving for signs of disturbance or excessive rutting. If disturbance or rutting has occurred, subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to placing the pavement section materials. In areas of prepared subgrade or partial thickness pavement, the contractor should limit traffic to equipment necessary to construct the pavement section. Heavily loaded vehicles operating on these surfaces may cause significant damage, resulting in deterioration and reduction in pavement life. Pavement Maintenance Preventive maintenance should be planned and provided through an on-going pavement management program. These maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). This type of maintenance is usually the first priority when implementing a planned pavement maintenance program and provides a relatively high return on investment for pavements. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required. CORROSIVITY A representative sample of the lean clay was tested for corrosivity. Test results are summarized in the table below: Soil Corrosivity Results Soil Type ph Minimum Resistivity, Sodium Sulphate, ohm-cm (wt %) Lean Clay 7.7 1050 ND ND = NON-DETECT The measured resistivity indicates that the site soils are considered corrosive to buried metal and reinforcing steel in below-grade concrete. (These results can be found in Appendix B). A qualified corrosion expert should be used to determine the impact of the on-site soil in contact with buried metal. Irerracon Proposed WinCo Foods Store w Bozeman, Montana January 12, 2016 m Terracon Project No.AJ 155010 GeoReport PROJECT CONSIDERATIONS Our work is conducted with the understanding of the project as noted in Project Understanding. Verification of any stated assumptions and revision of our understanding to reflect actual conditions is important to our work, and the design team should confirm this understanding. The design team should collaborate with Terracon to prepare the final design plans and specifications. This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations. Our analysis and opinions are based upon our understanding of the geotechnical conditions in the area, the data obtained from the field exploration and testing, and our understanding of the project. Variations may occur between exploration point locations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained to provide observation and testing services during grading, excavation, foundation construction, and other earth-related construction phases of the project. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so we can provide evaluation and supplemental recommendations. Our scope of services does not include either specifically or by implication any environmental or bioiogicai (e.g., moid, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence are intended for the exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for that specific purpose to obtain the level of detail necessary for cost estimating. Site safety, cost estimating, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive s Resourceful m Reliable Proposed Winco Sto re ore Bozeman, Montana Irerracon December 28, 2015 m Terracon Project No.AJ155010 eoRepo SITE LOCATION Responsive w Resourceful a Reliable ��; r �� •� '•� 46/27 ��; 1 cry \ ♦. 46)3 : q �M y 1935 .s at '$ht j o tern _ A636I -2ss ��• j �' �` l ' 4651 A 65 , , mod_34 1 f;' 3� ' t��Z X7 t 1 r . 47Z5 T i G , rr T,d ,/c r ; 4768AT*, r M �. : TOM I AOAO ` • __ � TA TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S.GEOLOGICAL SURVEY QUADRANGLES INCLUDE:BOZEMAN,MT(111l1987). Project Manager. Project No. SITE LOCATION Exhibit JFP AJ155010 Drawn by: JFP Scale: JFP 'Irerracon PROPOSED BOZEMAN WINCO FOODS Checked byy: File Name: STORE A-1 .f--'t-^t- 2122oot Way,SukeB Approved by: Date: Bozeman,Montana 59718 N 27TH AVE&CATTAIL ST. nt t- C I;OL- I I I BOZEMAN MONTANA Irerracon Proposed Winco Store 0 Bozeman, Montana GeoReport December 28, 2015 m Terracon Project No.AJ155010 PHOTOGRAPHY LOG Responsive m Resourceful m reliable a s d s Aw Ir $ P Site r � �x :' 'a a � s ". x' mi INQUIRY M 4466750.9 YEAR: 2011 CEO = 500, Exhibit A-2 e F ' g s i a e e 3 Amy J x A p r; pr e INQUIRY M 4466750.9 m a N a rx YEAR: 2005 M CEDR- Exhibit A-3 --� =500' d .r � �;" `�� win '`��`" -� � r�"� ,t � `s�z"'• � n �'� .��'t. �,�" ` t £ Y IN AI r-J;t M" I x Q � w Q �r N { Y (�y Y W x a r w a .a d � z - �r e s 4 x; INQUIRY#; 4466750.9 YEAR: 2002 —I =750' Exhibit A-5 Aw ,. �` �a> cu E QL x Y CU 0- 0 U) p � i 'L3 O O � C O O � ..�. cu O E C m �rW O = CU a� •�,rr Irerracon Proposed Winco Store m Bozeman, Montana December 28, 2015 m Terracon Project No.AJ155010 GeoReport EXPLORATION PLAN Responsive P, Resourceful x Reliable Y{r t r � V 4 Y s I A { d h DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS AERIAL PHOTOGRAPHY PROVIDED NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS Project Manager: Project No. Exhibit JFP AJI55010sm Boring Location Diagram Drawn by. JFP Scale:AS SHOWN lerracon Checked by: 5oName: BOZEMAN WINCO FOODS STORE? ? 212 toot way,Suite B Bozeman,Montana A-7 I Approved by: ? Date: ? Bozeman,Montana 59718 Proposed Winco Store m Bozeman, Montana Irerracon December 28, 2015 m Terracon Project No.AJ1 55010 GeoReport EXPLORATION RESULTS Responsive m Resourceful m Reliable BORING LOG NO. B-01 Page 1 of 1 PROJECT: Proposed Winco Foods Store- Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT UO LOCATION See Exhibit A-7 W Z Ar RG nw. v F 0 j a o LIMITS z LL U Latitude:45.70922° Longitude: -111.07061° LL Q r LL W F— w z �r I— = w w Z) z (9 w x z Q. w d > o CO o a z a c9 LL-PL-PI w W F-W O LL U0W Surface Elev.:4683.5(Ft.) o m a W D p� UU w DEPTH ELEVATION Ft. O CO W U U TOPSOIL,dark brown 1.5 4682 / LEAN CLAY(CL),very stiff,brown,scattered gravels to /3.0 4680.5 WELL GRADED GRAVEL WITH SILT AND SAND 1 11-23-25 ° GI W_GMa,very dense to dense, brown to gray, o : subrounded gravels to+1 1/2" 5 o : 1.5 23-48-40-48 3 8 )OPT N=88 F 7.0 4676.5 Boring Terminated at 7 Feet 0 Z 0 a w a' c� 0 U Z_ Z a W W N CD 0 0 a J W 3 0 z 0 0 it a 0 W 0 0 0 w a z LD 0 2 0 LL .0 aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic aa. W Advancement Method: Notes: 'L 4 1/4"ID HSA See Appendix B for description of laboratory > procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuttings upon completion. abbreviations. _Q cv 0 WATER LEVEL OBSERVATIONS J Boring Started:1 1/25120 1 5 Boring Completed:11/25/2015 c� o No free water observed Irerraccin g' Drill Rig:CME 55 Driller:Sam Eddy m In 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-8 F- BORING LOG NO. B-02 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT 00 LOCATION See Exhibit A-7 w Z d v p w N ATT LIMITS w -� >Z u~i<n w>a a Fri z Latitude:45.70911' Longitude: -111.06964° _ _j¢ W F �w w z Q. P f> > pca Z�CD Qw }= Z w �w g O w� ogw �z �w LL-PL-PI LU U O Surface Elev.:4684.5(Ft.) o m q W LL j O o w DEPTH ELEVATION Ft. O rn W O a '—' TOPSOIL,considerable gravel,black 1.2 N59 20 2.0 4682.5 LEAN CLAY(CL),stiff,brown 1 3-5-5 23 34-18-16 86 N=10 5.5 4679 5 WELL GRADED GRAVEL WITH SILT AND SAND 5-22-25-33 N ° (GW-GM),very dense,multi-colored,gravels to+1" 1'7 N=47 6 F o 77.0 4677.5 Boring Terminated at 7 Feet 0 z 0 �d LU LU a c� 0 0 Z 3 Z LU N O m 0 0 a LU ?J 0 Z a 0 w E'- m O CL a Z 0 K O 2 O K LL 0 w a Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a a w LL Advancement Method: Notes: 4 1/4"ID HSA 0 a See Appendix B for description of laboratory > procedures and additional data(if any). 0 Abandonment Method: See Appendix C for explanation of symbols and Z Borings backfilled with soil cuttings upon completion. abbreviations. 0 0 WATER LEVEL OBSERVATIONS z Boring Started:11/25/2015 Boring Completed:11/25/2015 No free water observedIrerracon m Drill Rig:CME 55 Driller:Sam Eddy 212 Zoot Way,Suite B Bozeman,Montana jProject No.:AJ155010 Exhibit: A-9 BORING LOG NO. B-03 Page 1 of 1 (PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT U LOCATION See ExhibitA-7 ATTERBERG W Z d V ❑j a \ LIMITS w O } W Z U_ Latitude:45.70867' Longitude: -111.06997' Q ~ of r~' LL w r W z F s F= �> W ❑O ZOO ~W = Z a w rw e O ww 0aw 3z �W LLPL-PI U Surface Elev.:4686.5(Ft.) ❑ m Q w i Z p o 0 ❑w of O � =U� U d DEPTH ELEVATION Ft. 0.6 TOPSOIL 4686 0.7 3-7-7 25 / LEAN CLAY _QJL,stiff,brown,silt pockets,scattered N=14 / gravels / 0.2 7-10-6 14 / N=16 ,5.6 4681 5 WELL GRADED GRAVEL WITH SILT AND SAND 1 5 19-35-27 10 N W-GM,very dense,black,subangular to subrounded N=54 � 70 gravels to+1 1l2" as7s.5 Boring Terminated at 7 Feet 0 z 0 9 LU a 0 0 Z 3 Z LU W N O m 0 0 Q J 3 0 z c� 0 J Q 0 C7 F- 0 O IL W Q Z_ LD W O O K LL A Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic °Cd a 0 Advancement Method: Notes: LL 4 1/4"ID HSA See Appendix B for description of laboratory j procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuttings upon completion. abbreviations. �_ o WATER LEVEL OBSERVATIONS J ca Boring Started:11125/2015 Boring Completed;11/25I2015 z No free water observed1 rerraconp Drill Rig:CME 55 Driller:Sam Eddy m n 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-10 F- BORING LOG NO. B-04 Page 1 of 1 PROJECT: Proposed Wnco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman,MT LOCATION See Exhibit A-7 u Z v o W m - ArL RG LIMITS w �to w>a V U Latitude:45,70881° Longitude: -111.07156' _ C UZ.W H Luz ? F = H �> j > p� Z�{7 aF- }S Z ¢ w w W a- O w W OO O-Z 3 z �� LL-PL-PI W Surface Elev.:4685.0(Ft.) o ¢m Q 0 LL Z OO T O O WW w DEPTH ELEVATION(Ft.) O o O rn V a —': TOPSOIL i i• 1.0 4684 LEAN CLAY(CL),stiff,brown 3.2 4682 1 6-15-25 11 " L WELL GRADED GRAVEL(G1WVV ,medium dense to N=40 dense,dark brown to gold,gravels to+1 1/2",subangular, — 000 silty sand lenses 5 0.5 9-17-11 6 12 O O N=28 O ° 0.9 z 11-21-18 11 N=39 0 X W 'G - o 1 4-10-10 2 0 0 0 N=20 0 ; Z °U° Z o o` Q w ° " < c o 0 1 9-11-8 26 J O lean clay N=19 'Lu 0 0 z Or c� r � L °w °J°C 2 1.5 5-20-26 24 U 21.0 4664 N=46 o Boring Terminated at 21 Feet w a z 2 W 0 0 u. 0 w Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a Perforated PVC Pipe Installed a w (n Advancement Method: Notes: 4 1/4"ID HSA 0 See Appendix B for description of laboratory > procedures and additional data(if any). 0 Abandonment Method: See Appendix C for explanation of symbols and Z Borings backfilled with soil cuttings upon completion. abbreviations. 0 WATER LEVEL OBSERVATIONS 0 Boring Started:11/24/2015 Boring Completed:11/24/2015 it White samplingIrerracon m Drill Rig:CME 55 Driller:Sam Eddy m 212 Zoot way,Suite B r Bozeman,Montana Project No.:AJ155010 Exhibit: A-11 BORING LOG NO. B-05 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG LOCATION See ExhibitA-7 r W Z a o W a LIMITS w OLL H� Z FL U Latitude:45.70881° Longitude: -111.07064' _ W¢ W� u w I-- W z Z = F 2> .J W p0 ZWW ~W = Z w F W O w W OU w z o W LL-PL-PI U (7 Surface Elev.:4685.0(Ft.) p m Q w 0� OU 3 W DEPTH ELEVATION(,Ft.) O U U o 0.5 FILL-LEAN CLAY(CL),brown to olive,organics 4684.1 " TOPSOIL i i•"1.5 4683.5 LEAN CLAY(CL),medium stiff,brown 0.4 N=8 25 5- 4.7 4680.5 Q 9 26,50/0.4'; 9 WELL GRADED GRAVEL WITH SILT AND SAND 5 N=50/0.4' • W- M,very dense to medium dense,black to oO•. multi-colored,angular gravel to+2",coarse sand, � o . N � • N O 0.8 12-38-21 11 z ° N=59 o � O F ° 1 X0.8 13-13-9 9 N=22 0 O d z Z Oa W ° • N O m o . o O ° 15 1 1 7-11-13 16 a o N=24 J O J 3 ° 0 0 . °o 1 8-18-24 19 19.0 4666 N=42 < Auger Refusal at 19 Feet 0 W 0 0: 0 w z 2 E 0 2 0 LL O aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a. a u) Advancement Method: Notes: 4 1/4"ID HSA 0 a See Appendix B for description of laboratory > procedures and additional data(if any). O Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuttings upon completion. abbreviations. 0 0 o WATER LEVEL OBSERVATIONS J 0 Boring Started:11/24/2015 Boring Completed:1 1124/2 01 5 While sampling Irerracon o Drill Rig:CME 55 Driller.Sam Eddy m N 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-12 BORING LOG NO. B-06 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG LIGATION See Exhibit A-7 W Z a v O w N LIMITS w V~i tq W n F- z Latitude:45.70875° Longitude: -111.06936° _ w Q � H LL W F w Z 2- r Q. d wK '� > �� 0EL aW }S w a w o a z 0 LL-PL-PI w Surface Elev.:4683.5(Ft.) o m Q w LL Z O W 3 o w DEPTH ELEVATION Ft. 0 Cr V m o- > TOPSOIL ia' 1.0 4682.5 0.7 -3$ 26 / LEAN CLAY(CL),medium stiff,brown,scattered gravels 2.7 4681 1l1_/ELL GRADED GRAVEL WITH SILT AND SAND 11-21-21 (GW.GM),dense to very dense,gray 1.1 N=42 6 o. 0 5 o : 17-21-25-30 5 N ° N=46 F ° 7.0 4676.5 Boring Terminated at 7 Feet 0 z 0 w F- a 0 0 0 Z a LU N O m 0 0 a w 0 03 03 0 w 0 F- a it z t7 0 2 0 W w 0 w Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a a w m Advancement Method: Notes: 4: 4 1/4"ID HSA 0 a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and Borings backfilled with soil cuttings upon completion. abbreviations. 0 0 WATER LEVEL OBSERVATIONS z Boring Started:11/25/2015 Boring Completed:11/25/2015 No free water observed AM m Drill Rig:CME 55 Driller:Sam Eddy 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-13 BORING LOG NO. B-07 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT o LOCATION See Exhibit A-7 w Z ATTERBERG n_ v w>a o LIMITS w U Latitude:45.70863° Longitude: -111.07111° v �Q w Z W r W z = z a a w> J > �U Oaz ¢F �'c9 w ¢� w rw O ww U2w �z oW LL-PL-PI U O Surface Elev.:4684.5(Ft.) o m ¢ w " Z O of OU W w DEPTH ELEVATION Ft. O U o- TOPSOIL • .0.8 4683.5 jLEAN CLAY(CL),stiff,brown /3.5 4681 1.2 6-9-12-14 26 POORLY GRADED GRAVEL WITH SILT AND SAND ° GP-GM,dense,dark brown to black,angular,gravels to+1 1/2",coarse sand 5 m � Q C7 ° No•• 1 27-28-22 13 z ? r N=50 0 U n 0 0.7 1 N�387 13 1 a ° — c� o U Z_ •. z � o . N O ° m 15 0.8 16-20-18 10 N=38 W o ' W O Z O, O i H ° 0 2 X1.3 12-18-23 18 .21.0 4663.5 N=41 o Boring Terminated at 21 Feet w a z 2 X 0 2 0 LL O aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic w Advancement Method: Notes: 4 114"ID HSA See Appendix 0 for description of laboratory j procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuttings upon completion. abbreviations. 0 cD 0 WATER LEVEL OBSERVATIONS 0 c7 Boring Started:11/25/2015 Boring Completed:11/25/2015 While sampling Irerracon m Drill Rig:CME 55 Driller.Sam Eddy rn 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-14 F- BORING LOG NO. B-08 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: wnco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG 00 LOCATION See Exhibit A-7 w 0 nw LL CO w Q LIMITS z Latitude:45.70842° Longitude: -111.07172° _ c w �_ LL W~ W Z F_ a r �> � > 0W z�0 Qw }= z � w W O w 0 g w 3 Z o W LL-PL-PI 0 Approximate Surface Elev:4688.5(Ft.)+/- o m ¢ w W j 0 3 W DEPTH ELEVATION Ft. U U) a TOPSOIL,black 0.7 N 9 29 1.6 4687+/- LEAN CLAY(CL),stiff,light brown,silt seams 0.4 3--59 22 5 0.8 1 X 6 6 27 30-22-8 94 N 0 / N N X0.7 3-3-3 18 0 '9.0 4679.5+/- N=6 T WELL GRADED GRAVEL WITH SILT(GW_GM),dense w to very dense,dark brown 1 a O ( 1 9-16-16 15 �? c N=32 0 U Z �O Z N m 'O O a�C 1 N � O 0.6 5-20-22 18 J o( N=42 w 0 7O z 3 2 o ) 20.o poorly graded sand 19.5 to 19.8 4668.5+/- Lu Boring Terminated at 20 Feet 2 0 3 50/0.5'. 24 N-50/0.5' 0 0 w rr z 0 W O 2 O LL W W a Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic w w (n Advancement Method: Notes: L-- 4 1/4"ID HSA 0 a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and 0 Borings backrilled with soil cuttings upon completion. abbreviations, 0 0 WATER LEVEL OBSERVATIONS 0 Boring Started:11/24/2015 Boring Completed:11/24/2015 z While samplingIrerracon coDrill Rig:CME 55 Driller:Sam Eddy u' 212 Zoot way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-15 BORING LOG NO. B-09 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT LOCATION See Exhibit A-7 w Z a ATTERBERG LL r p j Q o Z LIMITS z v_ Latitude:45.70842' Longitude: -111.07067' v Q W Of F LL W F W Z F r 2 F �> J ❑y zW QW �0 Z ¢ w rW a o Ww ��w �Z �w LL-PL-PI v OOf Surface Elev.:4686.5(Ft.) o m Q w u Z 0 W O p < w =V� U d DEPTH ELEVATION Ft. 0.5 FILL-LEAN CLAY(CL),light brown,organics 4686 {' TOPSOIL,black,organics G.O 2.3 4684 LEAN CLAY(CL),stiff, brown,considerable scattered gravel 0.6 N15 7= 31 15 15 4.7 4682 POORLY GRADED GRAVEL WITH SILT AND SAND 5 0.9 7-17-2 26 ° v (GIP-GM),very dense to dense,dark brown,angular to N=19 N o•., subangular,gravels to+1 1/2" clay lenses 4.8'to 5.1' o _ o �} r 0.6 16-30-27 14 o ° N=57 dU � ' Q ` 0.4 10-17-15 17 N=32 0 Z 3 0 N ° ,;:. O ° 1 1 8-15-16 14 N=31 J J W O a 0 Z O O < ©•... o ° - 2 8-18-21 W 0.9 N=39 18 ' -21.0 4665.5 o Boring Terminated at 21 Feet w z 0 0 2 0 o: LL aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic (n W Advancement Method: Notes: !:� 4 1/4"ID HSA aSee Appendix B for description of laboratory procedures and additional data(if any). O Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuWngs upon completion. abbreviations. U) 0 0 WATER LEVEL OBSERVATIONS J c7 Boring Started:11/24/2015 Boring Completed:11/24/2015 E While sampling Irerracon m Dr ll Rig:CME 55 Driller:Sam Eddy m 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-16 F- BORING LOG NO. B-10 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT 0 LOCATION See Exhibit A-7 _,to a v p W w ATi LIMITS w �� w>a o r a z U Latitude:45.70822' Longitude: -111.06989° _ J a tr F E LL w H w Z Z FU. d i- Of> -i > p� Z�{7 Qw Y= Z n -1 w O a Z ~ t7 LL-PL-PI W Surface Elev.:4689.0(Ft.) o O < Q LL Z O W O w DEPTH ELEVATION Ft. IL 1 1-4-8 18 1.5 4687.5 X N=12 LEAN CLAY(CL),stiff to very sfiff,brown,silt pockets, scattered gravels _ / 0.5 6-10-6 16 / N=16 5.5 4683.5 5 POORLY GRADED GRAVEL WITH SILT AND SAND 7-11-16-23 N ° (GP-GNJ),medium dense to dense,brown,gravels to+ 0'7 N=27 9 . '7.0 1 subangular a682 Boring Terminated at 7 Feet N O Z O K N a q 0 U Z_ Z W N O m 0 0 Q J 0 Z 0 Q VI w 0 O w Q Z r7 W O 2 0 LL w a Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a w W Advancement Method: Notes: LL 0 4 1/4"ID HSA a See Appendix B for description of laboratory > procedures and additional data(if any). 0 Abandonment Method: See Appendix C for explanation of symbols and Z Borings backfilled with soil cuttings upon completion. abbreviations. cv 0 WATER LEVEL OBSERVATIONS z Boring Started:11/25/2015 Boring Completed:11/25/2015 Z No free water observedIrerracon 0 Drill Rig:CME 55 Driller.Sam Eddy m 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-17 BORING LOG NO. B-11 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG (O LOCATION See Exhibit A-7 w Z a v F W>a o LIMITS z O } 0a U Latitude:45.70828° Longitude: -111.07108* _ �F- W W LL w r W Z r w of r W O W 0 a-w Z o W LL-PL-PI U Surface Elev.:4686.5(Ft.) o m ¢ W Z)O OU W DEPTH ELEVATION Ft. O U U o- '—' TOPSOIL 2.0 4684.5 LEAN CLAY WITH GRAVEL_(CL),stiff, black to brown, �� ,3.o angular gravels to+1" 4683.5 0 5 5-13-17 48 SILTY CLAYEY GRAVEL WITH SAND(GC-GM),very N=30 v dense to medium dense,black to white,coarse sand, angular,gravels to+1 1/2" 5 19-40-32 1.1 N=72 15 22-17-5 20 7 N H 15-26-21 o s ,: 0.9 N=47 14 U a � � 1 w 1 0.7 9-10-15 15 N=25 'a U' P. 6 U Z Z N 9 O ' m 0 d 15 0.4 20,30/0.2' 11 a bounding; W N=30/0.2' w 3 O z , 0 y H O o 2 W multi-colored below 20.0' 1 3 9-20-23 17 0 N=43 O 21.5 4665 w Boring Terminated at 21.5 Feet a z 2 w 0 f 0 Er 0 aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a n. u) Advancement Method: Notes: LL 4 1/4"ID HSA 0 See Appendix B for description of laboratory procedures and additional data(if any). O Abandonment Method: See Appendix C for explanation of symbols and Z Borings backfilled with soil cuttings upon completion. abbreviations. _U cs 0 WATER LEVEL OBSERVATIONS 0 c7 Boring Started:11/25/2015 Boring Completed:11/25/2015 While sampling IrerraconO Drill Rig:CME 55 Driller:Sam Eddy m 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-18 IF, BORING LOG NO. B-12 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT 00 LOCATION See Exhibit A-7 w z a v 0 w 5 - ArL MITSRG w I- u,>a o Z Latitude:45.70808° Longitude: -111.07161° _ _j~¢ w LU_j LL w H w z o a w� -j > 00 zX0 aw �= z W i-w g O w 0 w s z o W LL-PL-PI U O Surface Elev.:4689.5(Ft.) o m Q W u- O, O0 � w 0 rn U 0 a DEPTH ELEVATION Ft. > TOPSOIL 2.0 4687.5 LT ML,medium stiff,brown,organics 1.5 5364 31 83 20 101 4.3 4685 0.9 3-3-3 21 32-24-8 97 WELL GRADED GRAVEL WITH SILT AND SAND N=6 ° (GW-GM),medium dense to very dense,dark brown, 5 clay lenses,silty sand seams N � 0 F � O , N N 0.1 3-6-10 33 0 0 : N=16 a 0 � o 1 — 4 0.6 6-16-14 26 o ° N=30 z o z 0 Lo w , O o m 0 0 off", multi-colored below 15.0' 1 1 10-14-15 13 a ° N=29 w 3 0 . z 4 0 o 0 o � Qd ° ° o • 2 — O 29-48-31 p ° 21.5 4668 1 2 N=79 14 WBoring Terminated at 21.5 Feet a z 0 O iE O LL O W Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a a w Advancement Method: Notes: 0 4 1/4"ID HSA a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and y Borings backf lied with soil cuttings upon completion. abbreviations. 0 0 WATER LEVEL OBSERVATIONS 0 Boring Started:11/24/2015 Boring Completed:11/24/2015 z 2 While sampling m 1rerracon Drill Rig:CME 55 Driller.Sam Eddy 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-19 BORING LOG NO. B-13 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: wnco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG 00 LOCATION See Exhibit A-7 w Z a v p j a o LIMITS z v Latitude:45.70811° Longitude: -111.07053° = J¢ w w ~ z w~ w Z ~ ~ w W w O o� 6�w Z o W LL-PL-PI 0 Surface Elev.:4688.5(Ft.) o ¢m Q W u- p w DEPTH ELEVATION Ft. O m V rn o- TOPSOIL 0.8 2-5-5 21 N=10 2.0 4686.5 jLEAN CLAY(CL), medium stiff,brown to black,silt pockets,carbonaceous material,occasional gravel/ 0 6 4-3-2 21 N=5 i M5.2 4683.55 ° POORLY GRADED GRAVEL WITH SILT AND SAND 13-18-22 ° (GP-GM),dense to very dense,black to purple,clay 1.1 N=40 11 Qlenses,gravels to+1 1/2",sugangular to subrounded 0 C7 ° N o. 1 20-27-15 16 z ? N=42 0 U p Q K w 1 F poorly graded sand lenses below 10.0' a o �;. ' 0.7 1 N=34 7 7 'd 34 do•. ' U Q ,. Z 3 01V Z a . N m �? 15 ° 1.1 15-30-27 18 a N=57 W 3 0 ° Z o Q . a W 2 0.7 31,50/0.4; 8 20.9 4667.5 N=50/0.4' af Boring Terminated at 20.9 Feet 0 w Zz it O 2 O LL O A Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a a N Advancement Method: Notes: 11 4 1/4"ID HSA aSee Appendix B for description of laboratory > procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Borings backrilled with soil cuttings upon completion. abbreviations. C7 0 WATER LEVEL OBSERVATIONS J � Boring Started:11l24/2015 Boring Completed:11/24I2015 While sampling Irerracono Drill Rig:CME 55 Driller.Sam Eddy m n 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-20 F- BORING LOG NO. B-14 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG LOCATION See Exhibit A-7 ^ W Z a p w m LIMITS w -� >0 rn� w>a o f-Q z Latitude:45.70789° Longitude: -111.06931° _ ¢ w j z W F w Z ? U. az Fw > oW O w }� Ow w O 0 z LL-PL-PIa Surface Elev.:4687.5(Ft.} ow U w O 0 o w 0 aDEPTH ELEVATION Ft. O n cc TOPSOIL i'.'i r 1.0 4686.5 0.9 3-9-10 31 / LEAN CLAY(CL),very stiff,brown,silt,scattered gravels X N=19 3.0 4684.5 g-20-26 POORLY GRADED GRAVEL WITH SILT AND SAND 0.8 N=46 8 ° (GP-GM),dense to very dense,black to brown,angular, gravels to+1" ° 5 0 5 24,50/0.3; 5.8 N Boring Terminated at 5.8 Feet 4681.5 N=50/0.3' 0 w 0 Z O tr W h 'n. 0 Z Z LU N m O O Q J 3 0 z 0 0 it O 0 0 a LU it a z 0 0 2 0 w 0 w a Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic �d a w u) Advancement Method: Notes: LL 4 1/4"ID HSA 0 a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and y Borings backfilled with soil cuttings upon completion. abbreviations. WATER LEVEL OBSERVATIONS z Boring Started:11/25/2015 Boring Completed:11/25/2015 No free water observed m 1rerracon Drill Rig:CME 55 Driller:Sam Eddy X 212 Zoot Way,Suite B Bozeman,Montana Project No,:AJ155010 Exhibit: A-21 BORING LOG NO. B-15 Page 1 of 1 PROJECT: Proposed Winco Foods Store- Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG o LOCATION See Exhibit A-7 W Z iL} LL ❑j a o U LIMITS z U Latitude:45.70792' Longitude: -111.071° v w~¢ of r—� �w�_-. w z z rW- = d w� d W ❑u=i Z�C� ¢W }x Z o W rW O WW Qaw �z �� LL-PL-PI v Surface Elev.:4688.0(Ft.) ❑ <m Q w cr Z p Of OU ❑ w DEPTH ELEVATION Ft. O O a ' TOPSOIL 2.0 4686 0.8 j/ LEAN CLAY(CLI,stiff,black to brown,scattered gravels 0.6 4-4-5 15 N=9 /4.5 4683.5 POORLY GRADED GRAVEL WITH SILT AND SAND 5 ° (GP-GM),very dense,black,gravels to+1",angular to o . subrounded 16-N=6224-38-18 12 N �? '.7.0 4681 Boring Terminated at 7 Feet 0 z 0 U K W F- 'a cc d U Z 3 Z a W W N O m 0 0 J 3 0 z c� 0 J a U) U) O 0 0 0- W 0: a Z !7 O 0 O K W O aStratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a a a) Advancement Method: Notes: LL 4 1/4"ID HSA aSee Appendix B for description of laboratory > procedures and additional data(if any). O Abandonment Method: See Appendix C for explanation of symbols and z Borings backfilled with soil cuttings upon completion. abbreviations. 0 0 WATER LEVEL OBSERVATIONS J O Boring Started:11/25/2015 Boring Completed:11/25/2015 z No free water observed Irerracono Drill Rig:CME 55 Driller:Sam Eddy m m 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-22 r BORING LOG NO. B-16 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman,MT 00 LOCATION See Exhibit A-7 ? ^ w Z a v p w y ^ AT L MITSRG W �� w8 FQ z v Latitude:45,70778' Longitude: -111.07164° _ �¢ W H LL W H w Z � F Q. ' a> j p� zE(7 Qw s z < Q. HW g O wLu 0gw �z oW LL-PL-PI cwi Surface Elev.:4690.5(Ft.) 0 Q rn L) U. z W O W O �O < Uu =�r- U � d DEPTH ELEVATION Ft. TOPSOIL, black .aiTr; 0.6 2-4-4 8 40 1.5 4689 LEAN CLAY(CL),medium stiff to stiff,brown,silt lenses, fine sand,scattered gravels 0.7 4-3-3 fi 25 46-25-21 5 r 6.0 4684.5 4-9-10-22 N POORLY GRADED GRAVEL WITH SILT AND SAND 0.7 N=19 23 F ® 7.0 (GP-G_W,dense,brown 4683.5 Boring Terminated at 7 Feet 0 z O UJI 'a 0 U Z 3 Z uJ N O m 0 0 t2 -i w 3 O Z O H Q Cn m 0 N aa.. Cr a z 2 W 0 0 O w 0 w ¢ Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic X n. w LL Advancement Method: Notes: 0 4 1/4"ID HSA a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and w Borings backfilled with soil cuttings upon completion. abbreviations. 0 0 WATER LEVEL OBSERVATIONS z Boring Started:11/25l2015 Boring Completed:11l25/2015 No free water observed m Drill Rig:CME 55 Driller.Sam Eddy Irerracian (n 212 Zoot Way,Suite B F- Bozeman,Montana Project No.:AJ155010 Exhibit: A-23 TEST PIT LOG NO. TP 1 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG o LOCATION See Exhibit A-7 ,j Z nw v W>a o U LIMITS z o v Latitude:45.70817' Longitude: -111.07067' LL ¢ O � w r W z Z H = FI- �> J w �� Z0:0 F-W 2 Z o w Fw o- O wW �aw �z �� LL-PL-PI v Surface Elev.:4687.5(Ft.) 0 m Q w L Z p of O w w of ro rn W �Ov~i U w DEPTH ELEVATION Ft. TOPS01L,black,tapers up to 2 foot thick at west end of test pit '3.0 4684.5 LEAN CLAY(CL),light brown,scattered gravel to 4.0 — feet then considerable gravel 05.0 4682.5 5 POORLY GRADED GRAVEL WITH SILT AND SAND r LE 6.0 (GPI,brown,sub-rounded,gravels to+3" 4681.5 N Test Pit Terminated at 6 Feet 0 c� N O Z O K H a 0 0 U Z 3 Z LU w N O m U O N Q J 3 0 z c� 0 J Q U) UI 0 F 0 O W K Q Z_ C7 0 O O K LL A A Stratification lines are approximate.In-situ,the transition may be gradual. Q W w 0 Advancement Method: Notes: LL See Appendix B for description of laboratory j procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and Z Test Pits backfilled with excavated material abbreviations. _m 0 o WATER LEVEL OBSERVATIONS J (D Test Pit Started:1/2 212 01 6 Test Pit Completed:1/2212 0 1 6 mz No free wafer observed Irerracon Excavator.Cat Mini Excavator Operator.Daniel Kristensen U) 212 Zoot Way,Suite B F Bozeman,Montana Project No.:AJ155010 Exhibit: A-24 TEST PIT LOG NO. TP 2 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman,MT ATTERBERG co 00 LOCATION See Exhibit A-7 W z a v a w N - LIMITS w U)irn Z65 a z V Latitude:45.70825° Longitude: -111.07108° _ q LU LL W w z Q. F- K> � > p� Z�(9 QW S Z w W O w OU g w z o w LL-PL-PI cwi O Surface Elev.:4686.5(Ft.) o co w U. Z O O0 o W w DEPTH ELEVATION Ft. O N 0m CL w ' TOPSOIL,black i�ia•�i 4684,5 2.8 LEAN CLAY(CL),brown,fine sand,organics 4683.5 WELL GRADED GRAVEL WITH SILT AND SAND ° GW- ,brown,gravels to+4" 4682 Test Pit Terminated at 4.5 Feet N H O IN O Z 0 Q LU Fw- a' O 0 Z_ 3: Z n N O m 0 0 J 0 Z (,7 U) O L7 H w Z _T W 0 2 0 LL W Stratification lines are approximate.In-situ,the transition may be gradual. a w _w Advancement Method: Notes: 0 a See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and (n Test Pits backfilled with excavated material abbreviations. 0 0 WATER LEVEL OBSERVATIONS z Test Pit Started:1/22l2016 Test Pit Completed:1/22/2016 No free water observed 0 Excavator:Cat Mini Excavator Operator:Daniel Kristensen ca lrerrmcon U) 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-25 TEST PIT LOG NO. TP 3 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT _ ATTERBERG 00 LOCATION See Exhibit A-7 w Z a F p j a e LIMITS z O _ U Latitude:45.70822° Longitude: -111.07089' Lu Q W W FL r� LL W F w Z z F 2 FZ- K� J j p� Z�U' QW }2 Z Surface Elev.:4687.0(Ft.) o U Q L) LL o o W LL-PL-PI w DEPTH ELEVATION Ft. O U o FILL-LEAN CLAY(CLI,brown,scattered gravel, organics,reworked 1.7 4685.5 ` 2 5 TOPSOIL,black 4684.5 POORLY GRADED GRAVEL WITH CLAY(GP-GC), ° brown 99 4.3 4682.5 Test Pit Terminated at 4.3 Feet ❑ c� 0 z 0 a o: r a O 0 U Z 3 Z a W W N O m 0 0 T Q J 3 0 z c� 0 J a Cn N 0 F 0 IL IL a Z_ C'J 0 O 2 O LL ji Stratification lines are approximate.In-situ,the transition may be gradual. a o. N Advancement Method: Notes: LL See Appendix B for description of laboratory > procedures and additional data(if any). O Abandonment Method: See Appendix C for explanation of symbols and z Test Pits backfilled with excavated material abbreviations. _n U 0 WATER� LEVEL OBSERVATIONS Test Pit Started:1/22/2016 Test Pit Completed:1/22/2016 z No free water observed Irerracono Excavator:Cat Mini Excavator Operator:Daniel Kristensen m m 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-26 TEST PIT LOG NO. TP 4 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman,MT ATTERBERG (D LOCATION See Exhibit A-7 ^ W'Za p w w LIMITS W 0 > r~q 0) W>a > F-cJ Z O v Fn oz= aFU Latitude:45.70864' Longitude: -111.07108' WF LU > J > U) Z >a p ZX(7 0 w.0 OaZ W LL-PL-P! Z Q W z w w WSurface Elev.:4684.5(Ft.) wp wO LL ZOW wm DEPTH ELEVATION Ft. O CO X O U 0.8 T P 1 ,black 4683.5 / LEAN CLAY(CL),brown,occasional gravel 3.0 4681.5 POORLY GRADED GRAVEL WITH CLAY(GP-GC), 3.6 brown,cobbles to+4" 4680.5 Test Pit Terminated at 3.8 Feet N H Q C7 O Z O W F a U 0 0 Z_ Q w N O m 0 0 Q J W O z O Q w O w 0 F 0 a of a z 0 of 0 2 O LL O W Stratification lines are approximate.In-situ,the transition may be gradual. a w u) Advancement Method: Notes: 0 See Appendix B for description of laboratory > procedures and additional data(if any). zAbandonment Method: See Appendix C for explanation of symbols and 0 Test Pits backfilled with excavated material abbreviations. 0 WATER LEVEL OBSERVATIONS z Test Pit Started:1/22I2016 Test Pit Completed:1/2212016 No free water observedIreirraccon m Excavator:Cat Mini Excavator Operator:Daniel Kristensen 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-27 TEST PIT LOG NO. TP 5 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT o LOCATION See Exhibit A-7 W Z a V p j a a LIMITS ATTERBERG z o } �, LL U Latitude:45.70875° Longitude: -111.07083° "' Q ~ r LL W H w Z j H F_ 2 2Lu � w w p� Z�U` �W = Z w rw O wa 0Ugw 3z oW LL-PL-PI U Surface Elev.:4684.5(Ft.) o m Q w u_ Z O o' O W O U) � =U� U a- DEPTH ELEVATION Ft. FILL- ,black,scattered gravel,organics,reworked 0.8 4683.5 0LEAN CLAY WITH GRAVEL(CL), brown,considerable gravels to+3" /041,21.0 4681.5 POORLY GRADED GRAVEL WITH CLAY(GIP-QC), 4.0 brown,gravels to+3" 4680.5 Test Pit Terminated at 4 Feet 0 c� 0 z 0 W a 0 0 Z 3 Z LU w N O m 0 0 i Q J 3 0 z c� 0 J Q N 0 III cD F 0 a_ W o: Z Z_ U` W O 2i O K LL A Stratification lines are approximate.In-situ,the transition may be gradual. EL W w Advancement Method: Notes: LL See Appendix B for description of laboratory procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Test Pits backfilled with excavated material abbreviations. �_ O o J WATER LEVEL OBSERVATIONS O Test Pit Started:1/22/2016 Test Pit Completed:1/22/2016 mz No free water observed Irerracon Excavator:Cat Mini Excavator Operator.Daniel Kristensen rn 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-28 TEST PIT LOG NO. TP 6 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman,MT LOCATION See Exhibit A-7 ATTERBERG W Z nw v p LIMITS w r�nrn w>g z U Latitude:45.70883° Longitude: -111.07058' _ F- Lu F- w a: w z ~ F a h- K> J > p(D 0 QW �,= Z w tw—w g O w� �gw 'sz �W LL-PL-PI v O Surface Elev.:4665.0(Ft.) p m ¢ w LL 0, p 3 w DEPTH ELEVATION Ft. O rn U w 0.5 FILL-LEAN CLAY(CLI,brown to olive,organics 4684.5 TOPSOIL,black 1.5 4683.5 LEAN CLAY(CL),dark to light brown,silt pockets 3.8 4681 PQQRLY GRADED GRAVEL WITH SAND(GPI,brown, and is medium to fine grained Test Pit Terminated at 4 Feet N H N O Z 0 U Lu W H 'a O O U Z 3 Z LU O m 0 0 Q >J 0 Z Q 0 0 F a. w X z 0 0 2 O K U. O w ¢ Stratification lines are approximate.In-situ,the transition may be gradual. a o_ w Advancement Method: Notes: LL_ a See Appendix B for description of laboratory > procedures and additional data(if any). 0 Abandonment Method: See Appendix C for explanation of symbols and Z Test Pits backfilled with excavated material abbreviations. C9 O WATER LEVEL OBSERVATIONS z Test Pit Started:1l22/2016 Test Pit Completed:1/2212016 Z No free water observed m Excavator:Cat Mini Excavator Operator:Daniel Kristensen Irerracon U) 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-29 TEST PIT LOG NO. T P 7 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT ATTERBERG 00 LOCATION See Exhibit A-7 w Z a LL W>a o LIMITS z o }} U Latitude:45.70842° Longitude: -111.07172° _ �¢ W u w fz w z H F H R'� J > pU Zof aW }2 Z w rw O wW 0�w �z oW LL-PL-PI v Surface Elev.:4688.5(Ft.) o m a W LL D p, Ov 3 w DEPTH ELEVATION Ft. o C U y o_ TOPSOIL,black T 1.6 4687 00 LEAN CLAY(CLI,brown,fine grained sand 5.0 4683.5 5 Test Pit Terminated at 5 Feet N H 0 (7 u) 0 Z O U W H EL q 0 U Z 3 Z W w N O m 0 0 N Q J 3 0 z c� 0 J Q U) UI 0 0 H 0 n. a it z c� 0 0 0 LL A A Stratification lines are approximate.In-situ,the transition may be gradual. Of Q a w N Advancement Method: Notes: LL aSee Appendix B for description of laboratory procedures and additional data(if any). o Abandonment Method: See Appendix C for explanation of symbols and z Test Pits backfilled with excavated material abbreviations. m 0 WATER LEVEL OBSERVATIONS 0 Test Pit Started:1/22/2016 Test Pit Completed:1/22/2016 z No free water observed Irerracon m Excavator:Cat Mini Excavator Operator:Daniel Kristensen 0 212 Zoot Way,Suite B = Bozeman,Montana Project No.:AJ155010 Exhibit: A-30 TEST PIT LOG NO. TP 8 Page 1 of 1 PROJECT: Proposed Winco Foods Store-Bozeman CLIENT: Winco Foods, LLC w Boise, ID SITE: 27th Avenue North and Cattail Street Bozeman, MT o LOCATION See Exhibit A-7 W Z a V ❑'Wa e LIMITS ATTERBERG w ern w— a z Latitude:45.70847° Longitude: -111.07064° _ a W w F= LL W W Z F z w wW 2 O wa Qgw �z oW LL-PL-PI v O Surface Elev.:4686.5(Ft.) ❑ o < LU LL O O w DEPTH ELEVATION Ft. 0.5 FILL-LEAN CLAY(GL),light brown,organics 4686 TOPSOIL,black,organics 2.3 4684 LINLEAN CLAY(CL), light brown,scattered gravels to+4" 4.0 4682.5 Test Pit Terminated at 4 Feet N h N O Z O Lu w F a ca 0 z_ a N O m 0 0 LU >J S O Z 0 ¢ 0 F'- 0 a- w ¢ Z 0 O 2 O fF LL w Stratification lines are approximate.In-situ,the transition may be gradual. a w LL Advancement Method: Notes: a a See Appendix B for description of laboratory > procedures and additional data(if any). zZ Abandonment Method: See Appendix C for explanation of symbols and Test Pits backfilled with excavated material abbreviations. O 0 WATER LEVEL OBSERVATIONS z Test Pit Started:1/22/2016 Test Pit Completed:1/22/2016 it No free water observed — Ireirracon m Excavator.Cat Mini Excavator Operator.Daniel K6stensen U) 212 Zoot Way,Suite B Bozeman,Montana Project No.:AJ155010 Exhibit: A-31 GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Water Initially (HP) Hand Penetrometer Encountered Spoon Auger Split S Water Level After a (T) Torvane 9 P P Specified Period of Time J ® Water Level After I-_ (b/f) Standard Penetration 0 ; a Specified Period of Time U) Test(blows per foot) Z Shelby Tube Macro Core W W _I J Water levels indicated on the soil boring I— (PID) Photo-Ionization Detector o- W logs are the levels measured in the W borehole at the times Eindicated.HQ I- LV (OVA) Organic Vapor Analyzer Ring Sampler Rock Core Q Groundwater level variations will occur U. over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. Grab Sample No Recovery 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: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a#200 sieve;they are principally described as clays if they are plastic,and silts if they are slightly plastic or non-plastic. 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. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device.The accuracy of such devices is variable. Surface elevation data annotated with+/-indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from topographic maps of the area. RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.) Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field Includes gravels,sands and silts. visual-manual procedures or standard penetration resistance to Standard Penetration or Standard Penetration or � Descriptive Term Ring Sampler Descriptive Term unconfined Compressive Ring Sampler (Density) N-Value Blows/Ft. (Consistency) Strength,Qu,psf N-Value Blows/Ft. Q.' Blows/Ft. Blows/Ft. W F— Very Loose 0-3 0-6 Very Soft less than 500 0-1 <3 2 ~ Loose 4-9 7-18 Soft 500 to 1,000 2-4 3-4 Z W Medium Dense 10-29 19-58 Medium-Stiff 1,000 to 2,000 4-8 5-9 I1' I— Dense 30-50 59-98 Stiff 2,000 to 4,000 8-15 10-18 Very Dense >50 >99 Very Stiff 4,000 to 8,000 15-30 19-42 Hard >8,000 >30 >42 RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s) Percent of Maior Component Particle Size of other constituents Dry Weight of Sample Trace < 15 Boulders Over 12 in.(300 mm) With 15-29 Cobbles 12 in.to 3 in.(300mm to 75mm) 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) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Term(s) Percent of Term Plasticify Index of other constituents Dry Weight Non-plastic 0 Trace <5 Low 1 -10 With 5-12 Medium 11 -30 Modifier > 12 High >30 Irerracon ExhibitA-32 UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name B Symbol Gravels: Clean Gravels: Cu>_4 and 1<_Cc S 3 E GW Well-graded gravel F More than 50%of Less than 5%fines c Cu<4 and/or 1>Cc>3 E GP Poorly graded gravel F coarse fraction retained Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,c,H Coarse Grained Soils: on No.4 sieve More than 12%fines c Fines classify as CL or CH GC Clayey gravel F,G,H More than 50%retained on No.200 sieve Sands: Clean Sands: Cu>_6 and 1<Cc 5 3 E SW Well graded sand 50%or more of coarse Less than 5%fines° Cu<6 and/or 1>Cc>3 E SP Poorly graded sand' fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand GAI sieve More than 12%fines° Fines classify as CL or CH SC Clayey sand c,H,l Inorganic: PI>7 and plots on or above"A"line CL Lean clay K,L,M Silts and Clays: PI<4 or plots below"A"line'j ML Silt'-'-" Fine-Grained Soils: Liquid limit less than 50 Organic: Liquid limit-oven dried Organic clay K,L,M,N 50%or more passes the <0.75 OL Liquid limit-not dried Organic silt K,L,M,o No.200 sieve PI plots on or above"A"line CH Fat clay K LM Inorganic:Silts and Clays: PI plots below"A"line MH Elastic SiltKL M Liquid limit 50 or more Liquid limit-oven dried I Organic clay K,L,M,P Organic: <0.75 OH K,L,M,Q Liquid limit-not dried Organic silt Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat A Based on the material passing the 3-inch(75-mm)sieve "If fines are organic, add "with organic fines"to group name. s If field sample contained cobbles or boulders,or both,add"with cobbles ' If soil contains 15% gravel, add "with gravel'to group name. or boulders,or both"to group name. ' If Atterberg limits plot in shaded area, soil is dvUJ,silty clay. °Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand"or"with gra gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly whichever is predominant. graded gravel with silt,GP-GC poorly graded gravel with clay. L If soil contais?30% plus No. 200 predominantly sand, add"sandy" °Sands with 5 to 12%fines require dual symbols: SW-SM well-graded group name. sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded M If soil contains 30% plus No. 200, predominantly gravel, add sand with silt,SP-SC poorly graded sand with clay "gravelly"to group name. z "PI>_4 and plots on or above"A"line. E Cu=D6o/D,° Cc= (D ao) o PI<4 or plots below"A" line. D,0 x D60 P PI plots on or abov64" line. F If soil contains'15% sand, add"with sand"to group name. o PI plots below"A"line. c If fines classify as GML, use dual symbol GGM, or SGSM. 60 For classification of fine-graZn soils and fine-grained fracti 50 of coarse-grained soils — � eEquation of"A"-lineHorizontal at PI=4 to LL=25.5. X 40 then PI=0.73(LL-20)W t p Equation of"U"-line Z Vertical at LL=16 to PI=7, h 30 then PI=0.9(LL-8) tJ ©, F- , Ot to 20 LJ� .r( - MH or OH CL , 10 7 ` L" 4 ML or OL - i 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(LL) I rerracon Exhibit A-33 GRAIN SIZE DISTRIBUTION ASTM D422 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 21..51 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 � 65 2 w 60 >- 55 m o' w 50 Z E- 45 N Z N w 40 w N o 35 0 z ° 30 25 a 0 20 U Z 3 15 z � 10 w N m 5 O 0 a 100 10 1 0.1 0.01 0.001 N U GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY CO Z coarse fine coarse I medium fine Boring ID Depth USCS Classification LL PL PI Cc Cu o • B-01 5-7 WELL GRADED GRAVEL WITH SILT AND SAND(GW-GM) 1.64 72.68 LU m B-02 2.5-4 LEAN CLAY(CL) 34 18 16 J ♦ B-04 5-6.5 POORLY GRADED GRAVEL WITH SILT AND SAND(GP-GM) 19.17 310.06 o * B-08 4.5-6 LEAN CLAY(CL) 30 22 8 - O B-09 2.5-4 LEAN CLAY(CL) LL ° Boring ID Depth D1oo D6o D30 D,o %Gravel 1/Sand %Fines 0 B-01 5-7 37.5 9.138 1.374 0.126 53.4 38.6 8.0 a (wn m B-02 2.5-4 0.075 0.0 0.0 86.1 LL o ♦ B-04 5-6.5 37.5 14.138 3.516 67.6 20.9 11.5 J * B-08 4.5-6 0.075 0.0 0.0 94.1 0 Z O B-09 2.5-4 25 4.885 0.405 40.7 44.5 14.8 a PROJECT: Proposed Winco Foods Store- Bozeman U) PROJECT NUMBER: AJ155110 i SITE: 27th Avenue North and Cattail Street Irerracon CLIENT: Winco Foods,LLC oBozeman,MT Boise, ID 0 212 Zoot Way, Suite B m Bozeman, Montana EXHIBIT: A-34 3 GRAIN SIZE DISTRIBUTION ASTM D422 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 21.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 w 60 >- 55 m Z50 N z 45 N W 40 0 W � a N 35 0 N 30 ul 25 a 0 20 z 3 15 z LLI� 10 0 m 0 5 0 0 a 100 10 1 0.1 0.01 0.001 N L) GRAIN SIZE IN MILLIMETERS D N COBBLES GRAVEL SAND SILT OR CLAY z coarse fine coarse I medium fine Boring ID Depth USCS Classification ILL PL PI Cc Cu a • B-11 5-6.5 SILTY,CLAYEY GRAVEL with SAND(GC-GM) 22 17 5 m B-12 3.5-5 SILT(ML) 32 24 8 a z L9 W 0 0 F Boring ID Depth 13100 D60 D30 1310 %Gravel %Sand %Fines 0 B-11 5-6.5 37.5 4.953 0.361 41.3 39.1 19.6 a w M B-12 3.5-5 0.075 0.0 0.0 97.4 O J Q 0 Z Z W a PROJECT: Proposed Winco Foods Store-Bozeman PROJECT NUMBER: AJ155010 > SITE: 27th Avenue North and Cattail Street Irerracon CLIENT: Winco Foods,LLC o Bozeman, MT Boise,ID 0 212 Zoot Way, Suite B m Bozeman, Montana EXHIBIT: A-35 5 AT-ERBERG LIMITS RESULTS ASTM D4318 60 50 P L A OX*l S 40 T I I/ O C G+ T 30 Y O I t O N 20 D E • G� MH or OH X 10 //,///CL-A4LX ML r OL 0 a" 0 20 40 60 80 100 o LIQUID LIMIT cD N Boring ID Depth LL PL PI Fines USCS Description Z • B-02 2.5-4 34 18 16 86 CL LEAN CLAY m B-08 4.5-6 30 22 8 94 CL LEAN CLAY a °o ♦ B-11 5-6.5 22 17 5 20 GC-GM SILTY,CLAYEY GRAVEL with SAND O Z * B-12 3.5-5 32 24 8 97 ML SILT L O B-16 2.5-4 46 25 21 LEAN CLAY(CL) N O m 0 0 4 m H C7 W W m W W Q K O CL w J Q Z _2 O 0 W LU W QH K Q CL w N W J Q 1 h Z Z W W PROJECT: Proposed Winco Foods Store- U) Bozeman PROJECT NUMBER: AJ155010 SITE: 27th Avenue North and Cattail Street Irerrac n CLIENT: Winco Foods,LLC o Bozeman,MT Boise,ID 212 Zoot Way,Suite B 0 Bozeman, Montana EXHIBIT:A-36 L aofinmd Compression NQu\ mfCohemhrL Al ASTMO-218G Project: Bozeman Grocery Laboratory No.: Job No.: 0 Soil Class.: Sandy CL Diameter: 2.875 Boring No.: B'12 Depth: 2.0'3.5 Length: 6.0000 Type ofSomple: STG Date Broke: 9-Dec-15 Comp. Rate: 0.60 Factor: 2.024535211 Volume (xu.fL): 0.022540995 Wet Wt. (o): 1319.0 L/DRatio: 2.09 Wet Unit VVL: 110.8278416 DryVVt kz>: 1111.2 L/DCoruection: 1 Dry Unit VVt.: 00.30385128 Pan Wt. (o): 187.9 Tested By: Area: 0.04508199 Moistuoe % 22.5 Checked By: BE quvs|ue: 5363.70 Time Stna|nY6 Dial Reading Proving Ring Area (ft^2) Comp Strength Corrected Strength 0.0 0.00 0.000 0.00 0.0451 0.00 0.0 0.5 0.30 8.018 27.00 0.0452 1208.87 1208.9 1.0 0.60 0.038 51.00 0.0454 2276.56 2276.8 1.5 0.90 0.054 78.80 0.0455 3150.80 3150.9 2.0 1.20 0.072 88.00 0.0456 3904.47 3904.5 2.5 1.50 0.090 103.50 0.0458 4578.24 4578.2 3.0 1.80 0.108 116.00 0.0459 5115.54 5115.5 3.5 2.10 8.136 122.00 0.0400 5363.70 5383.7 4.0 2.40 0.144 114.50 0.0462 5018.54 5018.5 4.5 270 0.102 87.50 0.0483 3823.34 3823.3 6000.0 5000.0 4000.0 3000.0 CL 2000. Unconfined Compression (Qu) 0.0 Exhibit A-37 .AVELL CONSOLIDATION TES'i ASTM 132435 -4 -2 -.7 8 465 .103 J 89 76 156 2 N � NZ n' CV o Z J O Q � a 4 w w r a c� Lu w U O Z 6 Q Lu W N O m 0 0 N In Q co 8 U (n 7 Z_ r J� 0 U) 0 10 100 1,000 10,000 r o Wet Unit Weight Before=121.4pcf PRESSURE,psf Wet Unit Weight After=125.5pcf a.w Dry Unit Weight Before=101.0pcf Dry Unit Weight After=101.4pcf MC%Before=20.2 MC%Before=23.8 J Q Z K wSpecimen Identification Classification Yd,pcf WC, % a B-12 2.8 ft SANDY LEAN CLAY CL 101 20 a a w LL 0 > O INUNDATED r O z w PROJECT: WinCo Foods PROJECT NUMBER: AJ155010 r w SITE: Bozeman Irerracon CLIENT: o Bozeman, MT 1392 13th Ave.SW 0 Great Falls, Montana EXHIBIT:A-38 Project No.: AJ155010 Irerracon Bozeman Winco Bozeman, MT CALIFORNIA BEARING RATIO TEST ASTM D 1883 B-1 @ 1-3' Classification: Sandy Lean Clay with Gravel California Bearing Ratio (CBR) 9.5 8.5 7.5 6.5 v 5.5 4.5 3.5 2.5 1.5 84.0% 89.0% 94.0% 99.0% % Maximum Dry Density CBR @ 95%of ASTM D698= 6.1% Weight of Surcharge (Ibs.)= 10 Soaking Period (hr.)= 96 Exhibit A-39 Trust our People Trus' Data. Billing- '800.735.4489• Casper,WY 888.235.0515 College Station,TX 888.690.2218.Gillette,..,866.686.7175•Helena,MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Terracon Consultants Report Date: 12/16/15 Project: Winco AJ155010 Collection Date: 12/04/15 14:00 Lab ID: B15120519-001 DateReceived: 12/07/15 Client Sample ID: B-4&B-9@2.5-4 Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE pH,sat.paste 7.7 s.u. 0.1 ASAM10-3.2 12/16/15 14:13/srm CHEMICAL CHARACTERISTICS Sulfate, HCL Extractable ND wt% 0.01 MTDOT 12/11/15 07:51 /srm RESISTIVITY OF SOIL Resistivity,Sat.Paste 1050 ohm-cm 1 Calculation 12/16/15 14:13/srm Report RL-Analyte reporting limit. MCL-Maximum contaminant level. Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit. Exhibit A-40 Page 2 of 7