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D Rawhide Geotech Report
• .Rawhide Engineering Inc. 6871 JClnrgAvawe{Yes;SYdte GDr,BMLW,MT 59186 (M)%..130S GEOTECHNICAL INVESTIGATION REPORT HOME2 SUITES 1760 BAXTER LANE BOZEMAN, MONTANA PREPARED FOR: Mr. Gene Mickolio SGA Architects 626 East Cottonwood Street, Suite A Bozeman, MT 59715 Rawhide Engineering,Inc. October 28,2021 ERawhide Engineering Inc. October 28, 2021 SGA Architects 626 East Cottonwood Street, Suite A Bozeman, MT 59715 SUBJECT: Geotechnical Investigation Report Home2 Suites 1760 Baxter Lane Bozeman, Montana Dear Mr. Mickolio: This report presents the results of our geotechnical investigation for the Home2 Suites located at 1760 Baxter Lane in Bozeman, Montana. The site location and test pit locations are shown on the Vicinity/Site Map shown on Plate 1 at the end of this report. This project is for constructing a four story Home2 Suites. The project also includes parking areas and utility installation. Our recommendations contained in this report are based on exploratory test pits, laboratory testing, engineering analysis and preparation of this report. The recommendations required to design foundations, parking lot section design and construction, and utility installation are contained in the attached report. These conclusions and recommendations, along with restrictions and limitations on these conclusions, are discussed in the attached report. We appreciate this opportunity to be of service to you, and look forward to future endeavors. If you have any questions regarding this report or need additional inf9rmatio0,,or services, please feel free to call the undersigned. :•' 4�..... q•.,_._ Sincerely, UKES RAWHIDE ENGINEERING, INC. Jason A. Frank Rol b Mull Principal Priracipab., Enclosures: Report(1 hard copy, 1 pdo Rawhide Engineering,Inc, October 28,2021 TABLE OF CONTENTS PAGE INTRODUCTION N...-...N.N.N.NN......-N-...---rN ----.N-NNNN-N--N-N-N-NN- WpMpN7 -I ProjectDescription..............................................................................................................I Scopeof Service.................................................................................................................I Authorization ......................................................................................................................I Professional Statements and Limitations............................................................................I PROPOSED CONSTRUCTION-N-N-N.N--NN---N----N1N---M-------p-----------N-i--i---p- -N-N-N----------N--M--N-�! FIELD INVESTIGATION .................................................................................................................2 LABORATORYTESTING ..............................................................................................................3 MoistureContent Tests........................................................................................................3 SoilClassification Tests.......................................................................................................3 SITECONDITIONS......................N-N-N------N-N---1---N--N...........p.N........N............N...............N......4 SUBSURFACE SOILS AND GROUNDWATER...N............N...pN......N.......NN.................NN.N.....4 RECOMMENDATIONS...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................5 Placement and Comipaction....................................................................................5 FOUNDATIONS........................................................................................................................5 DeepFoundations... .............................................................................. b StructuralFill..................... ...........................................................................................7 Compaction Requirements...................................................................................................7 CONCRETE SLAB-ON-GRADE....N....N...N1N.N....N......N...............................N.N..............NN....8 ASPHALTSECTIONS .......N............N.N...N.............N..............................N................N................9 SITEDRAINAGE.N...N...N....N.N.......................................N.-.....N.N........N.N.........N....N-.....-N.N.N..../ APPENDICES A Plates October 2g,2a21 Rawhide Engineering,Inc. GEOTECHNICAL INVESTIGATION REPORT HOME2 SUITES 1760 BAXTER LANE BOZEMAN, MONTANA INTRODUCTION Project Description This project is for constructing a four story Home2 Suites. The hotel will be wood framed with conventional stem wall footings. The project will also include parking areas and utility installation. The property is located at 1760 Baxter Lane in Bozeman, Montana as shown on the site map, Plate 1 at the end of this report. Scope of Services Our scope of services for this project consisted of the following: 1. Excavating 8 exploratory test pits to depths of 8 to 9 feet below existing site grades. 2. Laboratory testing to determine the characteristics of the site soils for use in engineering design. 3. Engineering analysis to aid in the design of structure foundations and structural pavement sections. 4. Provide information as to the existing groundwater conditions at the time of our exploration. 5. Provide recommendations for earthwork and construction on the site. This study did not include evaluations of site seismicity, liquefaction, faulting, or other potential geologic or environmental hazards. This study did not include a groundwater study or the design of a dewatering system. Authorization Authorization to proceed with our work on this project was provided on September 13, 2021. Professional Statements and Limitations Recommendations presented in this report are governed by the physical properties of the soils encountered in the exploratory test pits, laboratory testing, current groundwater conditions, the project layout and design data described in the following proposed construction section. 1 The recommendations presented in this report are based on exploratory test pit locations shown on the site map. Variations in soils may exist between the explored locations and the nature and extent of soil variations may not be evident until construction occurs. If subsurface conditions other than those described in this report are encountered and if project design and layout is substantially altered from the information in this report, Rawhide Engineering should be notified so that recommendations can be reviewed and amended, if necessary. This report has been prepared for design purposes for our client and specifically for this project in accordance with the generally accepted standards of practice at the time the report was written. No warranty, either expressed or implied, are intended or made. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the authors of this report, are only mentioned in the given standard; they are not incorporated into it or"included by reference," as that latter term Is used relative to contracts or other matters of Jaw. PROPOSED CONSTRUCTION It is our understanding that this project is a four story hotel which will be wood framed with conventional stem wall foundations. The project will also Include the parking areas and utility installation. The structural loads for the building were provided by STE Engineering and have been estimated to have exterior continuous footing loads of 3 kips and column loads ranging from 72 to 108 kips for long term loading conditions. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 8 exploratory test pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were to 8 to 9 feet below the existing ground surface. The location of the test pits shown on the Vicinity/Site Map were dimensioned from property comers with the site map provided. This location should be considered accurate only to the degree implied by the method used. The field investigation was under the direct control of an experienced member of our geotechnical staff who logged the soil conditions for each test pit. Samples were obtained from bulk samples during the test pit excavation. The bulk samples were examined by field personnel, logged and sealed to prevent moisture loss prior to laboratory testing. After completion, the groundwater level in the test pit was recorded and the test pits were backfilied using the excavated material. The test pit logs included at the end of this report are labelled TP-1 through TP-8. A test pit log legend and a description of the Unified Soil Classification System used to identify the soils is included with the test pit logs. 2 LABORATORY TESTING A laboratory testing program was utilized to provide the necessary data for engineering analysis of this project. The testing was used to evaluate the index and engineering properties specifically for the conditions encountered during our field exploration. The following program was used for this project. Moisture Content Tests—ASTM D2216 Moisture content tests were conducted on selected samples obtained from the site. These tests were used to aid in identifying the current soil conditions and aid in classifying the soils. Moisture content tests are shown on the test pit logs. Soil Classification Tests—ASTM D422, D1140, D4318, D2487 and D2488 In order to classify the soils according to the Unified Classification System, soil gradations and Atterberg Limits test were conducted on selected samples. The results of this testing is shown below and on the test pit logs. Gradations and Atterberg Limits Tests Percent Passing Sieve Size TP-3 @ 3.0-5.0- No.4 100 No. 10 98 No. 20 90 No. 40 83 No. 80 75 No. 200 60 Plastic Index 11.4 Unified Sandy Lean Clay Classification CL 3 Corrosivity and pH Testing Three samples were taken at 6.5 feet below existing site grades and sent to Energy Labs for testing the pH and corrosivity for steel pipe. The test results are attached to this report SITE CONDITIONS The site is located at 1760 Baxter Lane in Bozeman, Montana. The site is bordered by the Sacco Drive on the east, Baxter Lane on the north and developed and undeveloped commercial property on the remaining sides. The site is relatively level and drainage consists of sheet flow to the northwest. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of a layer of vegetated topsoil which was 1 foot in depth. Beneath the topsoil layer we encountered sandy lean clay to the depths explored of 8.0 to 9.0 feet below existing site grades. The sandy lean clay soils were medium stiff near the surface and become soft to very soft with depth and have a moderate plastic index and a high potential for compressibility. Groundwater was encountered at a depth of 5.1 to 5.8 feet below the existing site grades during our exploration in September 2021. Groundwater may rise during the year depending on precipitation and irrigation practices. Three piezometers were set to a depth of 8 to 9 feet to measure groundwater levels. RECOMMENDATIONS Prior to construction, the topsoil and vegetation should be stripped from the site and removed from the site or stockpiled for later use. It appears about 0.5 to 1.0 feet can be used as a reasonable estimate for average depth of stripping in the building and parking area. Prior to excavating the footings,the building pad areas should be scarified, moisture conditioned and compacted to 95%of ASTM D698. Excavations resulting from removal operations should be cleaned of all loose material and widened as necessary to permit access to compaction equipment. Excavations The contractor is ultimately responsible for the safety of workers and should strictly observe federal and local OSHA requirements for excavation shoring and safety. All temporary slopes should comply with OSHA requirements for Type A soils. During wet weather, runoff water should be prevented from entering excavations. It appears that excavation for footings and utility trenches can be readily made with either a conventional backhoe or excavator in the fine grained soils and native soil materials. We expect 4 the walls of the footing trenches in the near surface fill and fine grained soils to stand near vertically without significant sloughing. ff trenches are extended deeper than five feet or are allowed to dry out, the excavations may become unstable and should be evaluated to verify their stability prior to occupation by construction personnel. Shoring or sloping of any deep trench walls may be necessary to protect personnel and provide temporary stability. All excavations should comply with current OSHA safety requirements for Type A soils in the upper fine grained soils. (Federal Register 29 CFR, Part 1926). Backfills for trenches or other excavations within pavement areas should be compacted in six to eight inch layers with mechanical tampers. Jetting and flooding should not be permitted. We recommend all backfill be compacted to a minimum compaction of 97% of the maximum dry density as determined by ASTM D698. The moisture content of compacted backfill soils should be within 2% of the optimum. Poor compaction in utility trench backfill may cause excessive settlements resulting in damage to the pavement structural section or other overlying improvements. Compaction of trench backfill outside of improvement areas should be a minimum of 90% relative compaction. Material- Pipe bedding shall be defined as all material within six inches of the perimeter of the pipe. Backfill shall be classified as all material within the remainder of the trench. Material for use as bedding shall consist of clean, granular materials, and shall conform to requirements for bedding material listed in the Standard Specifications. Placement and Compaction-Pipe bedding shall be placed in thin layers not exceeding eight inches in loose thickness, and conditioned to the proper moisture content for compaction. All other trench backfill shall be placed in thin layers not exceeding eight inches in loose thickness, conditioned to the proper moisture content, and compacted as required for adjacent fill. If not specified, backfill should be compacted to at least 97% relative compaction in areas under structures, utilities, roadways, parking areas, concrete flatwork, and to 90%relative compaction in undeveloped areas. Foundations Due to the heavy structural loads and the soft to very soft upper fine grained soils, we are recommending that the building is constructed using deep foundations to 10 to 12 feet below existing site grades. We have considered multiple deep foundation options as discussed below. The alternatives investigated were drilled helical piers, drilled concrete piers, driven H-piles and rammed aggregate piers. Helical piers typically have a capacity of 25 kips depending on the type used. This would require up to five piers for each isolated column location and may not be the best option. Driven H-piles would be a good foundation system, however the typically are the most expensive alternative and driving the piles next to the adjacent buildings may cause a 5 vibration issue. We will provide recommendations for drilled concrete piers and rammed aggregate piers below. If other alternatives are suggested, we will provide capacities at that time. Drilled Concrete Piers The drilled piers should extend 10 to 12 feet to get through the upper soft to very soft fine grained soils. These piers may have to be cased due to the high groundwater. This would utilized piers that are approximately 10 feet in depth from the bottom of footing elevation. We are providing loads for both 16 and 24 inch diameter piers. If other diameters are required or if greater loads are anticipated, Rawhide Engineering will provide pier capacities for the diameter requested. The pier capacity was calculated using an average depth 10 feet. A 160 diameter pier has a capacity of 75 kips and a 24" pier has a capacity of 120 kips. These capacities have a factor of safety of 2 already applied. Utilizing the structural loads estimated for this project and the drilled concrete pier foundation system, a settlement of less than inch was estimated. Pier spacing should be designed by the structural engineer. The lateral load capacity of the piers are approximately 15 and 30 kips respectively. Rawhide Engineering can provide lateral load information for each layer if the design engineer is using a computer model. Rammed Aggregate Piers The capacity of the piers is proprietary and will be provided by the pier company. The piers must be drilled a minimum of 10 feet below existing site grades. Using the rammed aggregate piers, the settlement is expected to be less than 1/2 inch. The pier company should be notified that the piers will have groundwater unless a dewatering system is installed. The allowable bearing capacity of the sandy lean clay layer is 1,500 psf if this information is required by the pier designers. Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM D698. Exterior continuous footings should be embedded 4.0 feet in depth for confinement and frost protection. Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation dimensions should satisfy the requirements listed in the latest edition of the International Commercial Code. Reinforcing steel requirements for foundations should be provided by the design engineer. The allowable bearing pressures, indicated above, are net values, therefore, the weight of the foundation and backfill may be neglected when computing dead loads. Allowable bearing pressures may be increased by one-third for short-term loading such as wind or seismic. Resistance to lateral loads in the upper lean clay with sand soils may be calculated using an allowable passive equivalent fluid unit weight of 200 pounds per cubic foot and an allowable coefficient of friction of 0.36 applied to vertical dead loads. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 40 pounds per cubic foot may be used. 6 The International Building Code(IBC)site class for this project is Class D. This site will require the design of a dewatering system. Our scope of services did not include the design of a dewatering system. If required, the system should be designed by an engineer with experience designing dewatering systems and their effects on adjacent structures. The site should be dewatered prior to the start of construction. Structural Fill Structural fill will be used beneath the footings and should consist of dense gravel with sand and conforming to the following gradation and plastic index. Sieve Size Percent Passing 3 Inch 100% No. 4 25-650A No. 200 <20% Plastic Index 12 or less All structural fill shall be placed in eight inch loose I'ifts and uniformly moisture conditioned to within +/-2% of optimum moisture content. The contractor shall provide and use sufficient equipment of a type and weight suitable for the conditions encountered in the field. The equipment shall be capable of obtaining the required compaction in all areas, including those that are inaccessible to ordinary rolling equipment. Compaction Requirements The following table lists the compaction requirements for structural fill, foundation backfill, utility trench backlill and street subgrade preparation. COMPACTION REQUIREMENTS Structural Fill Beneath Foundations 98%of ASTM D698 Backfill Against Foundations 95%of ASTM D698 Utility Trench Backfill 97%of ASTM D698 Building Pad Construction 95%of ASTM D698 Concrete Slab-on-Grade Construction Prior to constructing concrete slabs, the upper six inches of slab subgrade should be scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at 7 least 95%of maximum dry density as determined by ASTM 0698. The building pad may be constructed using on site soils and then covered by the base course. Scarification and compaction will not be required if floor slabs are to be placed directly on undisturbed compacted structural fill. All concrete floor slabs should have a minimum thickness of six inches. Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. At least six inches of crushed base aggregate should be placed beneath slab-on-grade floors to provide uniform support The aggregate base should be compacted to a minimum of 95% relative compaction. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the migration of moisture vapor through the concrete slabs. The impermeable membrane should be installed as required by the flooring manufacturer. Current literature from the American Concrete Institute and the Portland Cement Association recommend that the vapor barrier is placed on top of the crushed base course and the concrete is placed directly on the vapor barrier. Asphalt Pavement Sections The recommended asphalt structural section for the project presented below was calculated using the AASHTO pavement design procedure. Traffic loading was estimated by Rawhide Engineering. If traffic data becomes available, the pavement section should be reviewed prior to construction. In our analysis, we used a light duty pavement section calculated using 120,000 equivalent single axel loads (ESAL's) and a heavy duty truck lane section of 365,000 ESAL's for the lifetime of the pavement. A CBR value of 3.0 was used for design of the pavement section. PAVEMENT STRUCTURAL SECTIONS Traffic Condition Recommended Minimum Structural Section* Parking Areas Section 3'of Asphalt Pavement on 6 inches of Crushed Base Course on 8 inches of 6'minus pit run gravel. Heavy Duty Truck Lanes 4'of Asphalt Pavement on 6 inches of Crushed Base Course on 10 inches of 6'minus pit run gravel. It should be noted that the subgrade soils are likely to be prone to frost action during the winter and saturation during the wet spring months. The primary impact of frost action and subgrade saturation is the loss of subgrade and aggregate base strength. The parking/driving areas life will be increased If efforts are made to reduce the accumulation of excess moisture in the subgrade soils. There were areas where it was evident that surface water ponds. These areas should be regarded to drain to preserve the life of the gravel parking section. 8 Subgrade and Aggregate Lase Subgrade Preparation — Prior to placement of aggregate base, the upper six Inches of subgrade soil shall be uniformly compacted to at least 95% relative compaction. This may require scarifying, moisture conditioning, and compacting in both cut and fill areas. Aggregate (Base - Aggregate materials shall meet the requirements of the appropriate sections of the "Standard Specifications" for 1 %" Crushed Base Course. The aggregate base materials must be approved by the Geotechnical Engineer prior to use. After the subgrade is properly prepared, the aggregate base shall be placed in layers, moisture conditioned as necessary, and compacted by rolling to at least 95% relative compaction. The compaction thickness of aggregate base shall be as shown on the approved plans. Sift Drainage Final elevations at the site should be planned so that drainage is directed away from all foundations and concrete slabs. Parking areas should be designed to drain surface water off the sight and away from structures. 9 APPENDIX A Plates O \, Project Location ' 45ill ,R r r All A M � A ! 1 ?S, TEST' PIT' L O G LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator 1760 Baxter Lane DRILLER: K2 Ventures Rawlride CLIENT: SGA Architects DATE: 9124121 REI Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING a u c x s H _ co) TEST PIT NUMBER: 1 o .. 4. ' v L o v E 0 A a = U MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Dark Brown to Light Brown, Dry to Moist tc Wet, Medium Stiff to Soft, Moderate Plastic Index 3 4 5 6 _ Groundwater Level at 5.8 Feet 7 8 9 Test Pit Ends at Approximately 8.5 Feet Depth Groundwater Was Encountered at 5.8 Feet 10 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1 K, Billings, MT 59106 (406)969-5305 Fax.(406)969-5307 TEST PIT LOG LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator RL1760 Baxter Lane DRILLER: K2 Ventures Rawhide CLIENT: SGA Architects DATE: 9/24/21 EngineerbigInc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES _ LABORATORY TESTING s F _ t TEST PIT NUMBER: 2 y g „ Q ' C r Q Ca fl p Cn U 1c R cc W `" MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Brown to Light Brown, Dry to Moist to Wet, Medium Stiff to Soft. Moderate Plastic Index 3 4 5 = Groundwater Level at 5.2 Feet 6 7 Sample at 6.6 Feet for Corrosive Soils Tests 8 9 Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 5.2 Feet 10 Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1K, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 T rES 1 PIT LOG LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator R 1 1760 Baxter Lane DRILLER: K2 Ventures R_ � Rawhide CLIENT: SGA Architects DATE: 9/24/21 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 TEST PIT NUMBER: 3 m `r MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Some Vegetation and Organics-Dark Brown, Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Brown to Light Brown, Dry to Moist to Wet, Medium Stiff to Soft, Moderate Plastic Index 3 4 F 23.2 11.4 60.4 2.0 5 Groundwater Level at 5.4 Feet 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 5.4 Feet 10 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1K, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 TEST PIT L w G LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator R 1760 Baxter Lane DRILLER: K2 Ventures �\ Rawhide CLIENT: SGA Architects DATE: 9/24/21 Engineering Inc. LOCATION: Bozeman,Montana ELEVATION: SAMPLES _ LABORATORY TESTING CU vCL E T TEST PIT NUMBER: 4 y to U w E O MATERIAL DESCRIPTION AND COMMENTS 3 T opsoii with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay - Brown to Light Brown, Dry to Moist to Wet. Medium Stiff to Soft, Moderate Plastic Index 3 4 5 Groundwater Level at 5.6 Feet 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth Groundwater Was Encountered at 5.6 Feet 9 10 11 12 13 14 15 16 17 1$ 19 20 6871 King Ave.West, Suite G1K, Billings, MT 59106 (406)969-5305 Fax:(406) 969-5307 T r-ST Ri T LOCz LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator R1760 Baxter Lane DRILLER: K2 Ventures ..� Rawhide CLIENT: SGA Architects DATE: 9/24/21 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING a TEST PIT NUMBER: 5 N v ar a 0 .., MATERIAL [DESCRIPTION AND COMMENTS U Topsoii with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Brown to Light Brown. Dry to Moist to Wet, Medium Stiff to Soft, Moderate Plastic Index 3 4 5 — Groundwater Level at 5.1 Feet 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 5.1 Feet 10 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1 K, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 TEST PIT L O G LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator 1760 Baxter Lane DRILLER: K2 Ventures R- 1 Rawhide CLIENT: SGA Architects DATE: 9/24121 � Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES _ LABORATORY TESTING � � x T a v TEST PIT NUMBER: 6 o .. 41 ♦Sa .N U \ U C y \ t= O ¢ 3 — MATERIAL DESCRIPTION AND COMMENTS 3 E: Topsoil with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Dark Brown to Light Brown, Dry to Moist to Wet, Medium Stiff to Soft, Moderate Plastic Index 3 4 Groundwater Level at 5.1 Feet 5 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 9 Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 5.1 Feet 10 Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1 K, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 TEST r-f T LOG LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator 1760 Baxter Lane DRILLER: K2 Ventures RRawhide CLIENT: SGA Architects DATE: 9124121 , Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES c LABORATORY TESTING r _ TEST PIT NUMBER: 7 y ^ LPL. N 1+ V! V O �+ a 3 _ U `. .. .. a v c C a U MATERIAL DESCRIPTION AND COMMENTS 3 °, Topsoil with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay-Dark Brown to Light Brown, Dry to Moist to Wet, Medium Stiff to Soft, Moderate Plastic index 3 4 5 6 _ Groundwater Level at 5.8 Feet 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.8 Feet Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1K, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 TEST PIT L O G LOGGED BY: J. Frank PROJECT: Home 2 Suites DRILL METHOD: Excavator 1760 Baxter Lane DRILLER: K2 Ventures 7 RN hide CLIENT: SGA Architects DATE: 9/24121 LOCATION: Bozeman, Montana ELEVATION: gineering Inc SAMPLES LABORATORY TESTING 5 x o s F TEST PIT NUMBER: 8 _y 0 , s R ' U C m C ; v •� .-. 3 v R U G CL MATERIAL DESCRIPTION AND COMMENTS 3 a Topsoil with Some Vegetation and Organics-Dark Brown, 1 Moist to Dry, Medium Stiff 2 CL Sandy Lean Clay- Brown to Light Brown, Dry to Moist to Wet, Medium Stiff to Soft, Moderate Plastic Index 3 4 5 Groundwater Level at 5.4 Feet 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth Groundwater Was Encountered at 5.4 Feet 9 10 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite G1K, Billings, MT 59106 (406)969-5306 Fax:(406)969-5307 TEST PIT LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS ClassWication FILL Artificial Fill GP or GW Poorly/Well graded GRAVEL GM Silty GRAVEL GC Clayey GRAVEL GP-GM Poorly graded GRAVEL with Silt GP-GC Poorly graded GRAVEL with Clay SP or SW Poorly/Well graded SAND SM Silty SAND SC Clayey SAND SP-SM Poorly graded SAND with Silt SP-SC Poorly graded SAND with Clay SC-SM Silty Clayey SAND ML SILT r. MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CFI Fat CLAY PCEM PARTIALLY CEMENTED GEM CEMENTED BDR BEDROCK CONSISTENCY Cohesionless Soils Cohesive Soils Cementation VL Very Loose So Soft MH Moderately Hard L Loose F Firm H Hard MD Medium Dense S Stiff VH Very Hard D Dense VS Very Stiff VD Very Dense SAMPLING SPT Shelby Tube NR No Recovery Bulk Sample Water Table ZRawhide I--------J-- Engineering Inc. UNOFIED SOIL CLASSIFICATION SYSTEM Crtarw tr Aseiwtbrr0 Gt*WSVWMbMdGMW ttmra tt bta Labo @Wy Tab' seo cssal9apen Cora arsbted soft oterds coma Isco 24 ant 1 sOo ssr ow W000rsdsd WWWoor b Aft"etsn tto%rerbtw &somm oPa.I , �=m Lea I=9%flood' a<s= Wr 1 s cO s 3' op Poov pod"WW*W an Ns.200 etero Na 4 fkve oratrelss0 ttra Fmm clmmft ea l&or hlH oM m r orar r" m"ow,,12%tlnao' F"donsj►esmorc" oc ct►vwow'" curtsortds catt$srdIsODs3ll ow welpW om ttolt r mote d oasts Lao floe f%6*f Ca<ti*r4AW'1 t►cos 3s sP Peap gre"sett No�a sandt vM Rna F1as dr :11y a M6Or bw sY sir wd1° m"am a%&A6 tyta 0mnW ss CL orCH sc clom tend`"' trro4amb"Bess sits sod Cbp boerp Re Pt>7 sod vas en Or ob"'W&W CL Lair datl'•" omw store pams Oro WA gm Im dw+a Pl e 4 Or pbu baow yy &W O L sam& Na M sore tgtW Oats-Oren d tte a'n 1,dell""" .a7s a cWe Hp b P!pikAs on or mom -A•the CH Pet dr " L Id smfe bb Or more m vlab bNow'A•Wo YH Ebstst:scr" °91 k Ll"*W Own dftd <a76 of OW*dWmAp u"b t-eftom 0 g le dfwO H"Wpok sobs Prbnsdlr Otsfnb now.do*b achm and stomdo odor " Pbst "sated On tits aWwW posobp fife 3&(754m)dm all tbta tuw Otspds,sdd'h{tt or0mdr ontr b Oteup atsm. to lbld"mob r r I I tsd cobMss or bortrdra,or bah.00*00 oObbbs r B fob OondMts 2 ts%OrawL edd 1MAA srereP b oettp tome. or botdsers.or MW In qW*twee- ss Attrbr0 Bluff PW M sPOM ata,80 Is#QM-Oft deY• �lirsrMs aft.S N am trgrdrr rtnt.ytnbs4• cW,.Am%%&Ord *Woo eerwbr 46 is ott%oo t4s.200.add' sand"erlrtA W*W wM s4 oW-0C t-d p-de0 jp*W wAA dmy.OP•GM Womb prsra'wttedo m lo perfsatI I eroded Otero wAh I t.t3P•OC Pmv o2dOd land tit dry. Litso9=nW=2 30%Ow NoL=0 Peft tmtd.sdd 63wo f wlot S to 12%bm s quA &W sI slc sW411A 1 98 WN d omw 10 pow nsom swA va oft sW4r.wab~find alh dstr.W4M p=V_Waded r It ed OoaI I at 30%On N0.2006 Pmdm&dwAY tip. rand atn DOt.SP4iC OOOrQt 0reded san0 wAh obgr oa�o�Y b Otoutp rtarne. "PI 2 4 vW pbts an er ttbvre OW Inn gem=O.dDb Ce'N x 4r O PI<4 or iPM bettor-IM OW. ON t4o oonblrts 21s%sar4 add m ssrso•to amp name. PPI pbb an oraboae'M Hoe. Off Attes ores ft ee CL-W.use&W sfR+tbd 004K o►8C UL a PI pbb bd w W Roe. do it d eo f3trrmrrtayr•tbt +s.' �� eatser,avf,. ct Mrrte.t�ti"letotaw. �%' 30 stenr."(tt.s� .•' m Im ar cm .f to 7 ML a OL 4 - . I O 0 q 0 m 00 40 60 so 10 so so 1t10 NO tJG1l W LWff LU I� RERawhide `- Em#"verfnK Ina. Trust our People.Trust our Data. Billings,MF800.735.4488 Casper.WY868.235.0515 Gillette,WY 666.686.7175 Helena,MT 877.472.0711 ANALYTICAL SUMMARY REPORT October 14,2021 Rawhide Engineering,Inc 6871 King Ave W Ste G1 K Billings,MT 59106-2604 Work Order. B21092624 Quote ID: B4842 Project Name: Home2 Suites Energy Laboratories Inc Billings MT received the following 3 samples for Rawhide Engineering,Inc on 9/29/2021 for analysis. Lab ID Client Sample ID Collect Date Receive Date Matrix Test B21092624-001 Home 2-TP-2@6.5 Feet 09/24/21 10:00 09/29/21 Soil Anions,Saturated Paste Extract Oxidatlon Reduction Potential pH,Saturated Paste Saturated Paste Extraction ASA Resistivity,Sat Paste B21092624-002 Home 2-TP-6@6.5 Feet 09/24/21 10:15 09/29/21 Soil Same As Above B21092624-003 Home 2-TP-7@6.5 Feet 09/24/21 10:15 09/29/21 soil Same As Above The analyses presented in this report were performed by Energy Laboratories, Inc.,1120 S 27th St.,Billings,MT 59101,unless otherwise noted. Any exceptions or problems with the analyses are noted in the report package. Any issues encountered during sample receipt are documented in the Work Order Receipt Checklist. The results as reported relate only to the item(s)submitted for testing. This report shall be used or copied only in its entirety. Energy Laboratories, Inc.is not responsible for the consequences arising from the use of a partial report. If you have any questions regarding these test results,please contact your Project Manager. Report Approved By: Digitally signed by Kell Conter Date: 2021.10.14 08:30:17-06:00 7@dmical Data Reviewer Page 1 of 10 • �' Trust our People.Trust our Data. ( Billings.MT 800.735.4489•Casper,WY 888.235.0515 5 •,:,�,:,•�44t.,{,.:w. I Gillette.WY 866.686.7175•Helena.MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings,MT Branch Client: Rawhide Engineering,Inc Report Date: 10/14/21 Project: Home2 Suites Collection Date: 09/24/21 10:00 Lab ID: B21092624-001 DateReceived: 09/29/21 Client Sample ID: Home 2-TP-2 a@9.5 Feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date I By SATURATED PASTE EXTRACT Resistivity,Sat Paste 19M ohm-cm 1 Calculation 10/06/21 10.43/srrn pH,sat.paste 7.7 s.u. 0.1 ASA10-3 10/05/21 10:43/srm Chloride 47 mgVL 1 E300.0 10/06/21 03:021 jpv Sulfate 19 mg1L 1 E300.0 10/08/21 03:021 Jpv PHYSICAL PROPERTIES OAdation-Reduction Potential 287 mV A2580 BM 10/01I2 t 10:17/jlw Report RL-Analyte Reporting Limit MCIL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND Not detected at the Reporting Limit(RL) Page 2 of 10 Trust our People.Trust our Data. Billings,MT 800.735.4489 a Casper,WY 888.235.0515 Gillette,WY 866.686.7175•Helena,MT 877.472.9711 LABORATORY ANALYTICAL REPORT Prepared by Billings,MT Branch Client: Rawhide Engineering,Inc Report Date: 10/14/21 Project: Home2 Suites Collection Date: 09/24/21 10:15 Lab ID: B21092624-002 DateReceived: 09/29/21 Client Sample ID: Home 2-TP-6@6.5 Feet Matrix: Soil MCU Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 2100 ohm-cm 1 Calculation 10/06/21 10:43/arm pH,sat.paste 7.8 s.u. 0.1 ASA10-3 10/06/21 10:43/srm Chloride 40 mg/L 1 E300.0 10/08/21 04:20/jpv Sulfate 15 mg/L 1 E300.0 10/08/2104:20/jpv PHYSICAL PROPERTIES Oxidation-Reduction Potential 308 mV A2580 BM 10/01/21 10:26/jlw Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 3 of 10 • That ow People.Trust our Data. Billings,MT 800.735.4489•Casper.WY 888.235.0515 ' ewt 100 Low _ Gillette.WY 366.616.7175 a Helena,MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 10/14/21 Project: Home2 Suites Collection Date: 09124/21 10:15 Lab ID: B21092624-003 DateReceived: 09/29/21 Client Sample ID: Home 2-TP-7@6.5 Feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date I By SATURATED PASTE EXTRACT Resistivity,Sat.Baste 2410 ohm-cm 1 Calculation 10/06/21 10:431 srm phi,sat.paste 7.8 sx. 0.1 ASA10-3 10/06/21 10:431 srm Chloride 42 mg/L 1 E300.0 10/08/21 04:35/jpv Sulfate 13 mg/L 1 E300.0 10/08/21 04:351 jpv PHYSICAL PROPERTIES Oxidation-Reduction Potential 335 mV A2580 BM 10/01/21 10:37/jlw Report RL-Analyte Reporting limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 4 of 10 PmM * - Trust our People.Trost our Data. Billings,MT 800.735.4489•Casper,WY 888.235.6515 Gillette,WY 866.616.7175+Helena,MT 077.472.0711 QNQC Summary Report Prepared by Billings,MT Branch Client: Rawhide Engineering,'Inc Work Order: B21092624 Report Date: 10/14/21 LAnalyt. Count Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: A2580 BM Batch:R367943 Lab ID: LCS2 Laboratory Control Sample Run:ORION 720A HZW 211001A 10101/21 10:10 Oxidation-Reduction Potential 305 mV 102 97 103 Lab ID: B21092764-ODISDUP Sample Duplicate Run:ORION 720A HZW_211001A 10/01/21 11:00 O:adedon-Reduction Potential 300 mV 0.7 10 Qualifiers: RL-Analyte Reporting Limit NO-Not detected at the Reporting Limit(RL) Page 5 or 10 r a Trust our People.Trustour Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515 rwn4 vnen+v'.lh cur I Gillette.WY 866.686.7175-Helena.MT 877.472.0711 QAIQC Summary Report Prepared by Billings,MT Branch Client: Rawhide Engineering,Inc Work Order B21092624 Report Date_ 10/06/21 Analyte Count Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: ASA1103 Batch:160046 Lab ID: B21092624-001A DUP Sample Duplicate Run:MISC-SOIL 211006A 10/06/21 10:43 pH,sat.paste 7.80 S.U. 0.10 1.3 i0 Lab ID: LCS-21100611043 Laboratory Control Sample Run:MISC-SOIL 211006A /0/06121 10:43 pH,sat.paste 7.30 s.u. 0.10 97 90 110 Qualifiers: RL-Anatyte Reporting Limit IUD.Not detected at the Reporting Limit(RL) Page 6 of 10 -- Tnat ourileople.Tne tourMs. Billings,UT 880.735.4488•Casper,WY OBL235A515 www.eneigylahcom Gillette,WY 88B.88L7173•Nelwa,W 877.4720711 _ j QA1QC Summary Report Prepared by Billings.MT Branch Client: Rawhide Engineering.Inc Work Order: 821092624 Report Date: 10/08/21 Anatym Count Result Units RL %REC Low Umit Nigh LGntt RPD RPDUmit Ctual Mew: Calculation Batch:180048 Lab ID: 8121001104-MA DUP Sample Duplicate Run:MISCSOIL_21100GA 1010=1 10A3 Resistivity.Sat.Paste 1870 ohm-an 1.0 70 130 1.9 30 Lab ID: LCS-211OM043 Laboratory Control Sample Run:M1SG301L_211005A 101MI 10:43 Resisti ft.Sat Pasta 257 ohm-cm 1.0 110 70 130 Qualmers: RL-Anatyte Repordeg Limit ND-Not detected at the Reputing Limit(RL) Page 7 of 10 MNIM Trust our People.TnntourDaft. 8811op.WB00.735.4489•Casper,WY8UMLOS1S www.eneigylab.com 6ltletta.WY BB8.B88.7175•Helms,Mi 877.472A711 QA/QC Summary Report Prepared by Billings.MT Branch Client, Rawhide Enghteering,Inc Work Onder: B21092624 Report Date: 10108121 Amd* Count Remit Units Fill. %REC Low Limit High Limit RPD RPDUmIt Qaal Method: E300.0 BOWL 160046 Lab ID: LC8460046 2 Laboratory Control Sample Run:IC METROHM 1 211004A 1011=102:47 Chloride 174 mgfl- 1.0 72 70 130 Sulfate 1770 mg1L 2.0 89 70 130 Lab 10: B21092244MANS 2 Semple Metrbt Spike Run:IC METROHM 1 211004A 10108/2103:18 (ride 95.5 mg1L 1.0 98 70 130 Sulam 217 mg1L 1.0 99 70 130 Lab ID: 6210926244MIADUP 2 Sample Duplicate Run:IC METROHM 1211004A 10f08121 03:34 Chlotde 45.8 mg1L 1.0 3.6 30 SU*e 20.3 mgfL 1.0 0.5 30 Qualt8ers: RL-Anslyte Reporting Limit ND-Not detected at the Reporting Lbn t(RL) Page 8 of 10 FIGURE DDMTwo-Dimensional Matrix r za ra . �a ► - - :iwrorrr11n nar s.xaixse•aase�s+tt as a.ss�unwarw m=s mx.. rarrrc It RNliEif tE,NRO�/■/;!roan. •• None �1 +IlffaNNR m■lira■aasomma« ■noMoo Ramea■ NssRNRN ■mans■mm■mmm■,., moname ■■■NeMONEE 'tllm■■ ■ "Nsmmus ■rsnommena■., mannummung Ism 011'�XMHWOMH no among ME no an ARMNEAME. am■eno■mmme■ uRe■n■n■ anal :. EEN • !■!!■OOOENRO■]I■mm■llaa�rffitltlsi ■ONES- Samoan • ■■■m■■■■!■■ii■ �IirrmNR/= 11�=�+�mfffE MEMO/a S ' !■■■■■■m■■■■mo■ ogee■■ NmnsRrl ■■RNa C ,.=■al=■nesomgN Arensoma. @loafing Sam i■►. ran ■■agar xr■!■■■trR_. z�.r:r r:. ■neon NImmossess nesaosnuimma Wounm■umn ■■■"— ■■■■ a 'l!■m"Unsm gownsman al It S mass l!■+4 E ]among mums ai/Eiiiiiiiii� 1MEN San s�■minv■■se lamosss■m■ INS anN 4'■Eee� mmm■■■MN■ alas ■es 3 Y 4VOWNER mansommu■nommusess 'ANN ■N■� _. ■■■■■■■■■■NNOsasoo■ -Amon■ ■■■o■limmus ■■ ■■.: E mousse=�■=oaaasses■ Fseiaum"Wannou ■■anon am onessomen■mesommon■ JoeRmrsrrrssom ■WN■■r lemem Memnon -.16068 an' man Ammmmus , MEN MOUNDS Oman 118mmomma New no on NS annomn■ommemm■nam■■ +Namono■ Ems ■NNE■` mossmansommounnums ■O■mismnmimmons■o■ i�■mqa ■■m■ ■Naima ■maammoss■/anomme■ ► ae■■m ammo ■■■m■• ■mNmmOmiiemamE■Nmm■ 2 Susan Nunn "'Nemm■■ noun ■■ems► ■mmiWuormmmommamsN■ �mmsmuer ones mammo► • aae■Nnuum■rNNeusmR■ lsamosea m■UNN -■ear,= ■ .s■ easy fsoup ■■sea;= ' 4m■0mena mroes ■E■ON= /1 Wmr�if memo ■ENNE, ' . aa . . . r . .» n o w w,.,w n...- n,.v;+.?+a>e ,,�„,�,..a,.i;•,>t,. rlm asr...41"n..r..r LIKELIHOOD -45 0 Recommendations As manufactured with shop coat V-Bio9 Enhanced Polyethylene Encasement V-Biog Enhanced Polyethylene Encasement,or f V-Bicvg Enhanced Polyethylene Encasement with Joint Bonds 4 V-BioS Enhanced Polyethylene Encasement with Metallized Zinc:Coating,or V-Biolt Enhanced Polyethylene Encasement with Life Extension Cathodic Protection V-Bio9 Enhanced Polyethylene Encasement with Metallized Zinc Coating,or V-Biog Enhanced Polyethylene Encasement with Cathodic Protection 'Rseomnee,edatbn.in ioars 4 and 5•smgn2a pra[€ieai difference bsll.war,d4at>ihedion and trarssmac7on nrins,Diabihution nr;,u Ors ge,rraky amaHsr si_ed PiP►s,txkhttr read cl►asificatiore to b►d►flr►d by the pip.ioa owner G;hodic protection.hou6d be crosidered whefe extxer!corroawe s a miypa£icmrt riaa ar w3rrs P,pa raWirsfsepdacw++e�a•reuld t»rut praniDvti,re. 3 /CS ! 1 �' -7—P'2— LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE sc IZ POINTS RESISTIVITY <500 ohm-cm 30 30 >500-1000 ohm-cm 25 >1000-1500 ohm-cm 22 1 00 >1500-2000 ohm-cm 19 >2000-3000 ohm-cm 10 >3000-5000 ohm-cm 5 >5000 ohm-cm 0 CHLORIDES >100 ppm =positive 8 g 50-100 ppm=trace 3 <50 ppm= negative 0 MOISTURE >15%=Wet 5 5 We 1 CONTENT 5-15%=Moist 2.5 T <5%=Dry p GROUND WATER Pipe below the water 5 5 YP INFLUENCE table at any time S PH pH 0-4 4 PH >4-6 1 4 LI pH 6-8,with sulfides $ Li• and low or negative redox 4 PH >6 0 SULFIDE positive(>1 ppm) 4 4 1q IONS trace(>O and<1 ppm) 1.5 l �� /L negative(O ppm) 0 REDOX =negative 2 2 nn POTENTIAL =positive 0-100 my 1 z 5 V =positive >100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e.g.copper)-yes es Connected to noble metals O 21 (e.g.copper)- no TOTAL POSSIBLE POINTS 60 Known Corrosive Cinders,Mine Waste, Peat Bog, Environments Landfill,Fly Ash,Coal 21 Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors,whichever is greater. 6 1 LIKELIHOOD FACTOR POINTS MAXIMUM CC7 RE POSSIBLE POINTS RESISTIVITY <500 ohm-cm 30 30 500-1000 ohm-cm 25 >1000-1500 ohm-cm 22 2 (bc) >1500-2000 ohm-cm 19 >2000-3000 ohm-cm 10 >3000-5000 ohm-cm 5 >5000 ohm-cm 0 CHLORIDES >100 ppm = positive 8 g O �© ItA 50-100 ppm=trace 3 <50 ppm =negative 0 MOISTURE >15%=Wet 5 5 _ CONTENT 5-15%= Moist 2.5 <5%=Dry 0 GROUND WATER Pipe below the water 5 $ ` IC& INFLUENCE table at any time PH pH 0-4 4 PH >4-6 1 4 8 �, pH 6-8,with sulfides t V v1• and low or negative redox 4 PH >6 0 SULFIDE positive(>1 ppm) 4 4 / IONS trace(>0 and<1 ppm) 1.5 negative(0 ppm) 0 REDOX =negative 2 2 rAv POTENTIAL = positive 0-100 my 1 V =positive >100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e.g.copper)-yes n Connected to noble metals 0 CL) (e.g.copper)- no TOTAL POSSIBLE POINTS 60 30 Known Corrosive Cinders,Mine Waste,Peat Bog, 21 Environments Landfill,Fly Ash,Coal Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors,whichever is greater. LIKELIHOOD FACTOR POINTS MAXIMUM ,� POSSIBLE CC)E POINTS RESISTIVITY <500 ohm-cm 30 30 500-1000 ohm-cm 25 >1000-1500 ohm-cm 22 2q Ifo >1500-2000 ohm-cm 19 >2000-3000 ohm-cm 10 >3000-5000 ohm-cm 5 >5000 ohm-cm 0 CHLORIDES >100 ppm= positive 8 g h/ 50-100 ppm=trace 3 L < 50 ppm =negative 0 MOISTURE >15%=Wet 5 5 vV 1. le-�- CONTENT 5-15%=Moist 2.5 <5% =Dry O GROUND WATER Pipe below the water 5 5 yes INFLUENCE table at any time PH pH 0-4 4 PH >4-6 1 4 I 1 PH 6-8,with sulfides 4 ��(� f•lt, and low or negative redox 4 / PH >6 0 SULFIDE positive(>1 ppm) 4 4 IONS trace(>0 and<1 ppm) 1.5 I negative(0 ppm) O REDOX =negative 2 2 POTENTIAL Q 3 tj (AAV =positive 0-100 my 1 =positive >100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e.g.copper)-yes Connected to noble metals 0 (e.g.copper)-no TOTAL POSSIBLE POINTS 60 goKnown Corrosive Cinders,Mine Waste,Peat Bog, Environments Landfill,Fly Ash,Coal 21 Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors,whichever is greater. 5 Consequence Score he#,�? CONSEQUENCE FACTOR POINTS MAXIMUM POSSIBLE POINTS PIPE SERVICE 3"to 24" 0 22 2/, II 42"to 48" 8 54"to 64" 22 LOCATION: Routine(Fair to good access, 20 Construction-Repair minimal traffic/other utility 0 `I Considerations consideration,etc.) Lo,,j "�1J Moderate(Typical business/ _1 residential areas,some right 8 JG 0 o u A'CCP� of way limitations,etc.) Jl�J Difficult(Subaqueous I w�+ crossings,downtown metropolitan business areas, 20 multiple utilities congestion, swamps,etc.) DEPTH OF COVER O to 10 feet depth 0 5 O CONSIDERATIONS >10 to 20 feet depth 3 >20 feet depth 5 ALTERNATE Alternate supply available-no 3 3 WATER SUPPLY Alternate supply available-yes 0 ��� (MI�4f✓ tMfAYV TOTAL POSSIBLE POINTS 50 k �A4 The revised DIPRA and Corrpro again listened to the needs of utility DDM`N' recognizes operators and recognized the differences between long, large diameter, straight-run transmission mains and the the practical more complicated networks of distribution pipelines that differences in bring water to our neighborhoods and businesses. The result provides a more practical solution for pipeline networks that corrosion control comprise the distribution systems within a utility's service needs between area. The use of V-13W enhanced polyethylene encasement transmission mains in conjunction with metallized zinc provides water operators with an effective alternative to controlling corrosion in and distribution with systems. systems.