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16.1 Geotech Report
Rawhide EngineeringInc. 6871 King Avenue West,Suite GILT,BR ings,Montana(406)969-5305 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT NORTHWEST CROSSING SUBDIVISION COTTONWOOD ROAD A WEST OAK STREET BOZEMAN, MONTANA PREPARED FOR: Mr. Matt Ekstrom Morrison Maierle, Inc. PO Box 1113 Bozeman, MT 59771 Rawhide Engineering, Inc. July 9,20119 E Rass,hide F•icgbie(-ring Itic•. July 9, 2019 Morrison Maierle, Inc. PO Box 1113 Bozeman. NIT 59771 SUBJECT: Preliminary Geotechnical Investigation Report Northwest Crossing Subdivision Cottonwood Road & West Oak Street Bozeman, Montana Dear Mr Ekstrom This report presents the results of our preliminary geotechnical investigation for the Northwest Crossing Subdivision located on Cottonwood Road & West Oak Street 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 site is proposed to have residential and commercial property. 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 addi IQn or services, please feel free to call the undersigned. *;•' '. ROBERT WAYNE KLXES Sincerely. RAWHIDE ENGINEERING, INC. / E-Cj�'es, Jason A Frank R6�. ��• P.E. Principal Pr:nc:pal Enclosures: Report (1 hard copy, 1 pdf) Rawt•.de Engineering, Inc July 9.20`19 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription...... ......................................................................................................I Scopeof Service.................................................................................................................I Authorization ......................................................................................................................I Professional Statements and Limitations............................................................................I PROPOSED CONSTRUCTION......................................................................................................2 FIELD INVESTIGATION .................................................................................................................2 LABORATORY TESTING ..............................................................................................................2 Moisture Content Tests........................................................................................................3 Soil Classification Tests.......................................................................................................3 Resistivityand pH Tests......................................................................................................4 SUBSURFACE SOILS AND GROUNDWATER............................................................................4 RECOMMENDATIONS ...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................5 Placement and Compaction.................................................................•..................5 FOUNDATIONS........................................................................................................................5 Shallow Foundations.................................................................................5 StructuralFilt..................... ...........................................................................................6 CompactionRequirements...................................................................................................7 CONCRETE SLAB-ON-GRADE..........................................................».........................................7 SITEDRAINAGE ............................................................................................................................8 APPENDICES A Plates July 9,2019 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT NORTHWEST CROSSING SUBDIVISION COTTONWOOD ROAD &WEST OAK STREET BOZEMAN, MONTANA INTRODUCTION Project Description This report is to determine the subsurface soils on this site and provide preliminary recommendations for future development of residential and commercial property. The project also includes utilities and interior streets. The new buildings will be on Cottonwood Road & West Oak Street 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 15 exploratory test pits to a depth ranging from 8.5 to 9 feet below existing site grades. Piezometers were set in 8 test pits. 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 May 2, 2019. 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 law. PROPOSE© CONSTRUCTION It is our understanding that this project will include residential and commercial development with utility installation and interior street construction. Structural loads and foundation type will be designed at a later date if the project proceeds on this site. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 15 exploratory test pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were 8.5 to 9 feet below the existing ground surface, The location of the test pits shown on the Vicinity/Site Map were dimensioned from property corners 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 backfilled using the excavated material. The test pit logs included at the end of this report are labelled TP-1 through TP-15. 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. This gradation is the matrix of the gravel with sand layer. Gradations and Atterberg Limits Tests Percent Passing Sieve Size TP-2 @ 1.0-2.5' TP-11 @ 1.5-3.5' No. 4 100 100 No. 10 99 100 No. 20 98 99 No. 40 96 98 No. 80 90 94 No. 200 78 86 Plastic Index 5.8 6.4 Unified Silty Clay with Silty Clay with Classification Sand CL-ML Sand CL-ML 3 CORROSIVITY AND pH TESTING The City of Bozeman requested corrosivity and pH testing for the soils on the site to determine the life expectancy of metal underground utilities. Eight test pits were sampled at a depth of 6.5 feet below existing site grades. The samples were all gravel with sand. The testing was performed by Energy Lab in Billings, Montana, The test results are attached to this report in Appendix A_ SITE CONDITIONS The site is located west of Cottonwood Road and south of West Oak Street west of Bozeman, Montana. The site is bordered by developed residential property and agricultural land. The site is currently covered by vegetation and has two designated wetlands that run through the site south to north. This 160 acre parcel slopes slightly to the north. Drainage consists of infiltration and runoff to topographical low areas. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of a layer of vegetated topsoil which was underlain by a layer of silty clay with sand to depths ranging from 1.5 to 4 feet. Beneath the silty clay with sand layer we encountered gravel with sand and cobbles to the depths explored of 8.5 to 9.0 feet below existing site grades. The silty clay with sand layer was* medium stiff and has a low plastic index. The gravel with sand was dense and was granular non-plastic- Groundwater was encountered in the test pits at the depths ranging from 4 to 7 feet during our exploration in May 2019. RECOMMENDATIONS Prior to construction, the topsoil with vegetation layer should be stripped and removed from the site. It appears about 0.5 feet can be used as a reasonable estimate for average depth of stripping. Prior to placing fill for the future building pads, the building pad area 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 C soils, During wet weather, runoff water should be prevented from entering excavations. 4 It appears that excavation for footings and utility trenches can be readily made with either a conventional backhoe or excavator in the native soil materials. We expect the walls of the footing trenches in the near surface fine grained soils and lower gravel with sand to stand near vertically without significant sloughing. If 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 C 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 17698. 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_ Backfil€ 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 At this time this is a preliminary report and the size and design of residential and commercial buildings is not known. We would recommend that future buildings would be constructed with conventional shallow stern wall foundations. The foundations can bear on the native gravel with sand layer. If the gravel layer is lower than the footing elevation they should be excavated down to the gravel with sand and cobble layer. Due to the large cobbles encountered on this site, it may be advantageous to place 1 foot of structural fill under the entire building envelope to aid in concrete forming and provide a uniform bearing surface. Structural loads are not available for 5 this project. Based on our exploration we would recommend an allowable bearing capacity of 4,000 psf for the native gravel with sand layer or compacted structural fill. Settlements will be calculated later when the type of building and structural loads are known. Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM. D698_ Exterior continuous footings should be 3.5 feet in depth to provide 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 gravel with sand layer may be calculated using an allowable passive equivalent fluid unit weight of 320 pounds per cubic foot and an allowable coefficient of friction of 0.47 applied to vertical dead loads. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 35 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. This site will require a dewatering plan for utility installation. Designing a dewatering plan was not part of our scope of services and should be designed by a competent engineer with experience designing dewatering systems and their effects on adjacent structures. 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 25-65% No. 200 <20% Plastic Index 12 or less All structural fill shall be placed in eight inch loose lifts 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. 6 Compaction Requirements The following table lists the compaction requirements for structural fill, foundation backfi€l, utility trench backfill 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 least 96% of maximum dry density as determined by ASTM D698. The building pad may be constructed using on site soils or imported fill 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 due to the equipment loads on the slab, Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. At !least eight 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. 7 Site 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. According to the International Commercial and Residential Code, structures should be designed to have 6" of fall in the first 10 feet away from the structure. If this cannot be attained, drainage swales need to be constructed to drain water away from the structure and off of the site. Down spouts with 6 foot extensions should be used for residential structures- 8 APPENDIX A Plates Site / Vicinity Map Project Location f'1 r y _,VIA � BAXTER LANE(100•ROW) — A Oi 7 7 a 4 t AC L K AC TP-14 ?.S � i N u t i O C_ R I 1AC TP•13 , 1 � 1 1.7 TP-4 ' .F4 J ! p� ��4 f } N 6.6Ac 1.0 7A G�4 1_4 A TP-3 i rz . ... a 1CAV . WA 119C A ?u t 0 TP•1 `��� ' / TP•9 TP•10 Ol WEST OAK STW Vr(123-ROMP R E TEST PIT L O G LOGGED BY: J. Frank i PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator t Baxter Lane DRILLER: AX&T RR Raw&irle CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING w TEST PIT NUMBER: 1 u MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand -Brown/Light Brown, Moist. Medium Stiff/Soft, Low Plastic Index 3 4 GP Gravel and Cobbles with Sand -GraylBrown, Moist to Wet, 5 Dense, Granular Non-Plastic 6 Groundwater Level at 5.2 Feet Sample at 6.5 Feet for Corrosive Sails Tests 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.2 Feet Piezometer Set For Groundwater Monitoring ill 12 13 14 15 16 17 1$ 19 20 6871 King Ave. West, Suite 01 K, Billings, MT 59106 (406)969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGER BY: J. Frank PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T R ,E Rawhide CLIENT: Morrison Maierle-Bozeman DATE: 519/19 Fngiraeeririg Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING w TEST PIT NUMBER: 2 MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist. F 19.4 5.8 78.3 1.5 Medium Stiff/Soft, Low Plastic Index 3 GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, 4 Dense, Granular Mon-Plastic 5 Groundwater Level at 4.5 Feet 6 7 8 9 Test Pit Ends at Approximately 8.5 Feet Depth Groundwater Was Encountered at 4.5 Feet 10 11 12 13 14 15 16 17 18 19 20 6871 King Ave.West, Suite GIK, Billings, MT 59106 (406)969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank J PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T ER Rawhide CLIENT: Morrison Maierle-Bozeman DATE: 519/19 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING TEST PIT NUMBER: 3 4 G' zj `p `r MATERIAL DESCRIPTION AND COMMENTS r Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist. Medium Stiff]Soft, Low Plastic Index 3 GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic 5 Groundwater Level at 5.1 Feet 6 Sample at 6.5 Feet for Corrosive Soils Tests 7 8 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.1 Feet 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 PIT LOG LOGGED BY: J. Frank PROJECT: Northwest Crossing Subdivision BRILL METHOD: Excavator t Baxter Lane DRILLER: AX&T ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 519119 Fri ineering Itie. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING U TEST PIT NUMBER: 4 _ �' n c U ✓ U r = c MATERIAL DESCRIPTION AND COMMENTS 3 z Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand -Brown/Light Brown, Moist. Medium StifflSoft, Low Plastic Index 3 4 5 GP Gravel and Cobbles with Sand- GraylBrown, Moist to Wet, Dense, Granular Non-Plastic 6 Groundwater Level at 5.8 Feet Sample at 6.5 Feet for Corrosive Soils Tests 7 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 Icing Ave. West, Suite G1 K, Billings, MT 59106 (406)969-5305 Fax:(406) 969-5307 NEST PIT LOG LOGGED BY: J. Frank PROJECT. Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AXBT 17asv1airlc, CLIENT: Morrison Maierle-Bozeman BATE: 519119 Eizgiheering Iiie. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING c � a f TEST PIT NUMBER: S v 2 MATERIAL.DESCRIPTION AND COMMENTS Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand -Brown/Light Brown, Moist. Medium Stiff/Soft, Low Plastic Index 3 4 GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic 5 B Groundwater Level.at 5.5 Feet 7 8 Test Pit Ends at Approximately 8.5 Feet Depth Groundwater Was Encountered at 5.5 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: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T I-ERcrculirde CLIENT: Morrison Maierle- Bozeman DATE: 5/9/19 Digrneerr►:g lite. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING TEST PIT NUMBER: 6 n .G f n� '✓: r � C V n .'n.. D ^ s MATERIAL DESCRIPTION AND COMMENTS 3 ~~r Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist. Medium Stiff/Soft, Low Plastic Index 3 GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, 4 Dense, Granular Non-Plastic 5 Groundwater Level at 4.2 Feet 6 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 1 Groundwater Was Encountered at 4.2 Feet 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: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T Rawhide CLIENT: Morrison Maierle-Bozeman DATE: 519119 Engineering 1iie. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING c ^ cJ W U X d TEST PIT NUMBER: 7 ro .U ' MATERIAL DESCRIPTION AND COMMENTS J 3 ti Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist. Medium Stiff/Soft, Low Plastic Index 3 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, . 4 Dense, Granular Non-Plastic 5 Groundwater Level at 4.9 Feet 6 Sample at 6.5 Feet for Corrosive Soils Tests 7 8 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 4.9 Feet Piezometer Set For Groundwater Monitoring 11 112— 13 14 15 16 17 LO 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: Northwest Crossing Subdivision DRILL.METHOD: Excavator e Baxter Lane DRILLER: AX&T Rawhide CLIENT: Morrison MaEierle-Bozeman DATE: 519119 Eiigiyzeer;)zg fire. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING o _ _ w TEST PIT NUMBER: S Er MATERIAL DESCRIPTION AND COMMENTS J 3 G Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown, Moist, Medium Stiff/Soft, Law Plastic Index 3 4 5 Groundwater Level at 5.2 Feet GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, 6 Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Sails Tests 7 8 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.2 Feet Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1K, Billings, MT 69106 (406)969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J Frank Q� 'L [®—•� PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T R ,E Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 5I9119 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 TEST PIT NUMBER: 9 ;r ,. �° G a L u o o c c_n � �. � •w � MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist, Medium Stiff/Soft, Low Plastic Index 3 4 GP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 4.4 Peet 5 6 7 8 9 Test Pit Ends at Approximately 8.5 Feet Depth Groundwater Was Encountered at 4.4 Feet 10 11 12 13 14 15 16 17 1$ 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: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T E.- Rawhide CLIENT: Morrison Maierle-Bozeman DATE: 519/19 Engineeritzg 1 tic. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN o -� ry c TEST PIT NUMBER: 10 U -.�z p E MATERIAL DESCRIPTION AND COMMENTS 5 - G Topsoil with Vegetation 1 CL-ML Silty Clay with Sand -BrownlLight Brown, Moist. Medium Stiff/Soft, Law Plastic Index 3 GP Gravel and Cobbles with Sand -Gray/Brown,,Moist to.Wet, Dense, Granular Non-Plastic Groundwater Level at 4.8 Peet 5 6 Sample at 6.5 Feet for Corrosive Soils Tests 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 4.8 Feet 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;(446) 969-5307 TEST PIT LOG LOGGED BY: J. Frank �775F PROJECT: Northwest Grassing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T R R Rawhide CLIENT: Morrison Maierfe - Bozeman DATE: 519119 E?aghieeritig Iiie. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING a 1�1 - TEST PIT NUMBER: 11 J MATERIAL. DESCRIPTION AND COMMENTS 5 Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand - Brown, Moist, Medium StifflSofl F 20.2 6.4 85.5 2.0 Low Plastic Index 3 4 CP Gravel and Cobbles with Sand-Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic 5 Groundwater Level at 5.1 Feet 6 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.1 Feet 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 Lr O V LOGGED BY: J. Prank 4 PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AK&T ERawhide CLIENT: Morrison Maierle- Bozeman DATE: 519/19 Epgiiieeri►g l te. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING J J ^ " X TEST PIT NUMBER: 12 r U u a w o U N MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist. Medium Stiff/Soft, Low Plastic Index 3 4 5 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular lion-Plastic 6 Groundwater Level at 6.5 Feet 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 6.5 Feet 11 12 13 14 15 16 17 18 19 Ll 6871 King Ave. West, Suite 01 K, Billings, MT 59106 (406)969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank - � yw PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9119 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING ou :- TEST PIT NUMBER: 13 W ) i MATERIAL DESCRIPTION AND COMMENTS 5 Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist. Medium Sti€f1So€t, Low Plastic index 3 4 5 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic 6 Sample at 6.5 Feet for Corrosive Soils Tests 7 Groundwater Level at 6.6 Feet 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 6.6 Feet Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite GIK, Billings, MT 59106 (446)969-5305 Fax:(406)969-5307 TEST PIT LOG LOGGED BY: J. Frank PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator Baxter Lane DRILLER: AX&T Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 5/9119 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 V TEST PIT NUMBER: 14 MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 2 CL-ML Silty Clay with Sand-Brown/Light Brown, Moist_ Medium Stiff/Soft, Low Plastic Index 3 4 GP Gravel and Cobbles with Sand-Gray/Brawn, Moist.to Wet., 5 Dense, Granular Non-Plastic 6 Groundwater Level at 5.5 Feet Sample at 6.5 Feet for Corrosive Soils Tests 7 8 9 Test Pit Ends at Approximately 9.0 Feet Depth 10 Groundwater Was Encountered at 5.5 Feet Piezometer Set For Groundwater Monitoring 11 12 13 14 15 16 17 1$ 19 2d 6871 King Ave. West, Suite GIK, Billings, MT 59106 (406)969-5305 Fax:(406)969-5307 TEST PIT LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification FILL Artificial Fill GP or GW Poorly/Well graded GRAVEL s i - 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 MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED -==-- CEM 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 ERawhide En�,rineerinix Inc. UNIFIED SOIL CLASSIFICATION SYSTEM Crltoda fat Assigning Group Symbols and Group Names Using Laboratory Teats" Soli CiansEfttattan Group Symbol Group Nanw, Coarse Gralned So's GruvNlt Clean Grava-. Cu 4 4 and t s Cc r:31 Gw WOD-grndud gruyoP Wwo than 50%ramiftd ttrun titan 50%at cwmo Leis thin S%f,nosr Cu c 4 andrar t r CC>31 OP Poorly graded gravaP frxcSort rct iL-w cet on No,204 yiavo No.4 z,4 cr Gmveis wah Ftrsgs F4no&classify as ML w MH GM Silty grave A" More than ln5 finosK F4ns dasaliy as CL Of CH _..�_..._.i3C Clay0y gravwY Sind-. Ctaan Sands C;t L 6 ar4 t 5 Cc s 3` SIN wars gradod 5 B d WA w rnom or aaafu Less than 53o fins' Cu<6 and/et t a CC>3' SP powly 0nmkd Band' fraction paszvs No.4 nave Snnds vinh Fiott Rlt*Cr tliy au Mi,or Nei W, Silty fiends— Mom than Ir/lint' Rries Cfassity as CL or CH SC Ctayvy sand' F'uw-Grunted Sots Sfits and Clays b%WD3rrc PI a 7 and pima on er abovo A'Farr` _. CL Loan clay" r,OS$or moro pas:os L;gu4 lima leas lhw 50 Pl<d -- Np.290 stove Or plora buiyiv"R•iFna' .._ t-tL SE'~'"'" or Liquid WM-ovon dried <0.75 OL O:gark day",.",. uqul4 fynit-no!dr(u4 Organic rtii" Silts aml Clays morganic P3 ptot4z as oar at ova`A'9rw CH fat d5y— Liquid Lml!50 or more Pl plots t wtrw-A•ana 3+tli Elam:SLl: organic t.tqukl 1m3-oven dried <0.76 ash Organic c4;)111 Liquid i ndt-not MB4 Orgaftlo relit""" ttlgrvy organt:sea Primarily orga fx:�mauar,dark in weer,and orgunio Odor PT Peat "Sassd on the matadai passing uiv 3-4n_(75-mm)slaw "1 tinrrs are organic,ado'VAlh o,ganEc fines'to group name. If field Dam*owitalN9d abrlas w VA.Adats,or bath,add',Mth ccbblos f It soil contairLs a 15%gravel,add'Mth gravOl'ta grwp name. or boutdam,or both'to group name, 'If Atterbrarg'I"plot in shaded area,so]is a CL,S(L,Silty day. Cf-4ravahc with S to 1 V414 ftturS rpl++lrxe rt at gynhhafL• l.1M1l.f'�.3d V,,-O grsr]nrl Ktf aaf ranlnins 15 to 29%Plug Na.:a0,add 1Okth sand'01 N-?th gravel with allL GW-GC well-{Traded gi-rvel►loaf Clay,GP-GM poaly gravel,'H,Wc hever i,predorrMant. gmdad gtr"I with silt.GP-GC pr>o11y gradfj grahrei vdth day, `It 5a;1 Contains a 30%plus No.?OP predornihunay sand,add °Sands with 5 to 124A fines requfra&W symbols: SW-Stet vsut3-graded •Swhv to group name. sand WAh sat,SW-SC weII- -ailed&3r4 MASK Cry,SP-SM pDody graded u sand with Silt,SP-SC poorly graded sand with clay If sod rrs T_ ria plus No..200,pre�3am4nently gravBf, led*gravely t to o group narhut_ s Gu=DurrD:a Ce= Pr,,) t'�Pl Z 4 and pa on or at*vo'A•fine. (,'0 X Dw 0 PI<4 o,plays bukyv'A lino. >It sca wntulrks z 15%sand,ado'vAth sand'to group name. F>M plots on cc abova A the, Olt t4 ;s cias,,If a3 CL-ML,use d,rel syrmhot GC-Gfl,or SC-SM. ° PI plots below•A'line. co For clsssitiaaikon of lino-gralribd 3 soils and t3na-gratncd tructlon i ya of castes gralnBd lolls - tir0 4tiva HCdZa,;af 41?I,.4 to LL.?.rS, j tnrnPf»e.73(L.L-20) z Off' VwiZ-WatLL.1awPk.7, Cr 30 i+ctt Pi-49{tl f;) 20 MH or OH i f7 . . s I ML.or OL ' o to tth 20 30 40 50 60 70 K 50 rA 110 I.1QUID t IMIT(LL) i • lrust our People.Ikust out D:.J BrhnIt.Mt 800.735.4489• crs7rr,'n'r, 888.235.0515 a:.:..r.•yr a.rom G011e.NY 866,686.7175 •-trlrnt V'877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings,MT Branch Client: RaHtiide Engineering. Inc Report Date: 05128119 Project: N WCS Collection Date: 05109119 10:00 Lab ID: B19051063-001 DateReceived: 05/13119 Cliont Sample ID: TP-1 at 6.5 Matrix: Soil MCL' Analyses Result Units Qualltlers RL QCL Method Analysis Date!By SATURATED PASTE EXTRACT Resie:vily.Sa,.Pave 1830 ohm-cm 1 Cakun:an M22119 14:141 srm pH,sat.paste 7.9 s.u. 0.1 ASA10-3 OW22119 14:141 srm Cnlonce 28 mq& 1 E300.0 OSr24M9 18:391 mrc Sufate NO mQ'L 1 E3O0.0 05 W19 19:391 mrc PHYSICAL PROPERTIES Cxxlat,ar.-Reduction Polerxa 294 mV A2580 BM M1&19 11:071 fw Report RL-Anat)^.e reporting limit. MCL-Mwumu-n careaminant level. Definitions: pCL-Qualty conlyd limit. ND-Nol detected at the reporting limit. Page 2 of 14 Trw our"it Twit our Data eillaes.MT 800.735.4411•Casper.BY 888,235.0515 w ^_^V'V[Jf.,-t;,,' ontitt,wr 8K-pi.1175•MMM.MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhdde Engineering,Ine Report Date: 05d28.r19 Project: -VdCIS Collection Date: 05d09J19 10:00 Lab ID: B19051063 M2 DateReceived: 051319 Client Sample ID: TP•3 at 6 5 Matrix: Sol MCLJ Analyses Result Units Qualifiers RL QCL Method Analysis Date 1 By SATURATED PASTE EXTRACT Resistrnty,Sat.Pasta 1300 Wn-cm 1 Calculation 0522!19 14:14!arm pH.set.We 8.1 s.u_ 0.1 ASA10.3 05rMl9 14:14!arm Chlerxdc: 59 rrg'L 1 E300.0 052VI920:06!mrc Sulfate ND rr%'L 1 E300.0 0524,19 20:06!mre PHYSICAL PROPERTIES G.odatcn•Reductic,n Potential 298 mV A25W BM 0511 511 9 1 1:07!jiw Report RL-Analyse reporting nmL MCL•Minmum contaminant heal. Definitions: QC:.-Qoalay control imt. ND-Not deiectod at the repoeting limt. Page 3 of 14 • Trw.ori!Peopte Twit our Dili Billings.MT 800.733.4489•Cairo'-10 888.235.0515 ME7 Ah Cl"91IJ0 k ill anette.wr 856.666.7175•rMbea.MT 877.472,0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 05128(19 Project: NWCS Collection Date: 05)0GV19 10:00 Lab ID: 819051063•CO3 DateReceived: 0503119 Client Sample ID: TP-4 at 6.5 Matrix: Son mcU Analyses Result Units Quallflem RL QCL Method Analysis Dato 1 By SATURATED PASTE EXTRACT Resistrnty,Sal.Pasta 1940 ohm-cm 1 Calculation 05rM19 14:141 srm pH.sal.passe 8.2 s,u 0.1 ASA1D•3 05122l19 14:141 arm Chloride 26 mq4. 1 E300.0 05#24119 20:241 rnrc Sulfate ND rr%'L 1 E300.0 05424A9 20:241 mrc PHYSICAL PROPERTIES Ox)datcn- .^aI.ct*n Pate nal 294 mV A2580 BM 05r1511911:071jW Report RL-Analyle reporting irnt. MCL-Manmum oontaminar, Detinitlons: CCL-Qualry oontrol Imr.. ND•Not detected at the reporting im t. Page 4 of 14 • Trvv u.:People-Trustour Wu 8ilings.M1800.735,4489•Cssw.mi$88.235,0515 866 6b6.7175•K1Mss.Ni 317.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, },1T Branch Client. Rawhide Engineering.Inc Report Date: 05d28119 Project: NWCS Collection Date: 05•10-R1910:00 Lab ID: B19051063404 DateReceived: 05.1119 Client Sample ID: TP-7 at 6.5 Matrix: Soil MCU Ana.ysas Result Units Quslineus RL QCL Method Analysis Onto I By SATURATED PASTE EXTRACT Rnsls:vrty,Sat Pxi:R 2360 ohm-cm 1 Calculation 05,22119 14:141 srm PH,sis 1 r.:e 7.9 S.U. 0.1 ASA10-3 05,22'1914:141srm Chlorcc 16 mg'L 1 E300,0 0544.119 20:41 1 mT Sj'ytn 21 mg'L 1 E300.0 05(24.119 20:41 1 rrec PHYSICAL PROPERTIES Cmda!cn-Reduction Potential 300 mV A2580 BM 05M5119 11:071 jMr Report RL-Arutyte reporting tmc. A1CL-htaxrnum oontaminarr•Icr-W DefinNlons: QCL-Quality control Emil. ND-Not dotecte-J at:he reporting)mr. Pape 5 of 14 Tfvv our People Trust out Dora Hitt n¢s.NT 800.735.4400•Caw.WY 000.235.0515 Gillette.NY 166.64&1175•aittaa.NT 07?,472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering.Inc Report Date: OS'28119 Project: NWCS Collection Date: 05 09119 10:00 Lab ID: B19051063.005 DateReceived: 05J13119 Client Sample ID: TP•8 at 6.5 Matrix: Soil MCLJ Analyses Result Units Qualifiers RL QCL Method Analysis Date 1 By SATURATED PASTE EXTRACT Resislvity,Sal.Pcs.:a 2300 ohm-cm 1 Cal--Ai;lon QS1219 14:141 srm pH,sat.paste 8.0 s.u. 01 ASA10-3 CtSr22'19 14:141 srm Chlorce 13 mq'L 1 E300.0 05,124119 20:591 mrc S,Jeatc ND mg& 1 E300,0 W24119 20:591 mrc PHYSICAL PROPERTIES Cx)::at:en-Rcducticn Potential 299 mV A2580 BM 0Sr15,119 11:071)1w Report RL-Analyto reporting Iltrat MCI-•ttivomim contarn rant.evel. Definitions: QC_-Ouality control In-d. ND-Not delected at the reporting lirr.d- Page 6 of 14 • I rust our F`cD;'c.Ir.: ott: =ilu{ti,Nil00.)354419•Caspet.%Y&U-235.05I5 •��.�n 866.686.11 TS•HN�n�,wt El7.4TT.0711 LABORATORY ANALYTICAL REPORT Prepared by&pings, MT Branch Client: Rawfiide Engineering, Inc Report Date: 05128119 Project: NWCS Collection Date: 05109.119 10:00 Lab ID: B19051063-0D6 DateReceived: 0503M9 Client Sample ID: TP-10 at 6.5 Matrix: Soil MCL' Ana Ipe: Result Units Qualifiers RL QCL Mathod Analysis Date 1 ey SATURATED PASTE EXTRACT Resst,v,-y.Sat Pastc 152'0 ohm-cm 1 Calculaben 05rM19 14:1418rm PH,53L paste 7.8 s.u. 0.1 ASA10.3 05r.W19 14:14 1 srm Cttbride 70 mgiL 1 E300.0 05r24J19 21:161 mrc Sultan NO rngiL 1 E300.0 05r24J19 21:161 mrc PHYSICAL PROPERTIES 0rooa1an-Rrduc:bn Poantlal 305 mV A25M BM 05115d19 11:071iW Report RL•Analyte reporting:imt MCL-Nlsromum contamnan(levei. Definitions: QC:-QypiRy control SmR NO-Not wected at no reporting limit Page 7 of 14 • ® Trust our Rcopie.Trvst our Qtte bl6tgs,MI IM.l3SA4M•Civiol.M$98,235.0515 n�..r,�-,�„r�<t.. sene,wr,eo.eee.nts•HNenr.Ni a».��2.e�11 LABORATORY ANALYTICAL REPORT Prepared Cy Billings, MT Branch Client: Rawhide Engin"ring, Inc Report Date: 051'281'19 Project: NWCS Collection Date: 051t091'19 10:00 Lab ID B19051063.007 Date Received: 0503119 Client Sample ID: TP-13 at 6.5 Matrix: Soil MCL' Analysos Resui: Unrts Qualifiers RL QCL Method Analysis Data.'By SATURATED PASTE EXTRACT Reast,v:y.Sat. Paste 1770 oW-cm 1 CG'CL:at01 05122'1914:141arm pH,sal paste 79 s u. 0.1 ASA10-3 05,2209 14.14 r srm Ch'oride 22 mgjt 1 E300.0 0512409 21:34 1 mrc SLIWC 47 mg1 1 E3C0.0 05124/19 21:341 mrc PHYSICAL PROPERTIES Ozcat,on-Rec,uc ion Po:ent,al 318 mV A25a0 Ehl 05.115/19 11-07 f itw Report RL•Analyte reporting rmt. MCL•1Aanmum contaminant*vvC D4firtitlons: QC.-Quality oontrol im4. ND-Not detected at eta reporting tirrut. Page 8 of 14 Trust our P#*W.True wr DWta Whigs.MT 100.735.4489•Caspae WY 8 2I5J515 WA.r r'y,1#"J ' Gilew,Wr 966.686.7175•Ikkw MT 877.472.0111 LABORATORY ANALYTICAL REPORT Prepared by Billings, NIT Branch Client: Rawtlida Engineering, Inc Report Date: 05o78119 Project: NWCS Collection Date: 05 D9119 10:00 Lab ID: 1319051063-008 DateReceived: 05113119 Client Sample ID: TP-14 at 6.5 Matrix: Soil VICu Analyses Rosult Units Qualftrs RL QCL Method Analysis Date I By SATURATED PASTE EXTRACT Resiath*.ty.Sat. Paste 2470 chm-an 1 Calculation 05122J19 14:141 smi pH,sat,paste 8.2 s.0 0.1 ASA10.3 05r2VI9 14:141 arm Ctionde 15 mVL 1 E300.0 05#24,119 21:51 1 mrc Sulfate 45 rng4 1 E300.0 05#24.119 21:51 1 mrc PHYSICAL PROPERTIES J:ca:o�•Rccu.on Pctential 284 mV A2580 Bla 05M5119 11:071fhr Repor, RL-AnaW reponng Imit. MCL-KWomum contarntnant$vmn Defindions: OCL.Quality con7oi Irnrt. ND.Not detected at vie reporting Imit. Page 9 of 14 Morrison � Maierle memo TO: NWX, LLC FROM: Morrison Maierle DATE: July 12, 2019 JOB NO.: 5659.005 RE: Soil Corrosivity Sampling and Testing CC: ❑Urgent [-_For Review ❑Please Comment ❑Please Reply ®For Your Use To supplement Rawhide Engineering's geotechnical investigation of the Northwest Crossing Subdivision and Energy Laboratory's soil analytical report, we scored each test pit with the DIPRA-Corrpro Design Decision document for recommended encasement for ductile iron pipe. As shown in attached, (1) sample location, TP-3, landed in the poly-wrapped, or poly-wrapped with joint bonds (zone 3) dimensional matrix. Whereas, all other sample locations were located within the poly-wrapped cut off line (zone 2). Therefore, a safe approach would be to poly-wrap all ductile iron pipe in the subdivision. Based on site conditions and test results, the scoring on the Design Decision Model (DDM) did not warrant the use of zinc-coated pipe. Standard ductile iron pipe can be used. Attached: - Rawhide Engineering Geotechnical Report (Including Energy Labs Analytical Testing) - DIPRA Decision Model Scoring Page 1 + ® Trw ov!People'rust out Data 8ohnls,Mf 800.735.4409•Casw.KY 888.235.0515 cd+tle.wr M.666.1113•*kbw MT 077.472.0711 LABORATORY ANALYTICAL REPORT Prepwed by Billings, AST Brarch Client: RaA4lide Engineering. Inc Report Date: 05128/19 Project: NWCS Collection Date: 05,09119 10:00 Lab ID: B19051063.001 DateReceived: 05113119 Client Sample ID- TP-1 at 6.5 Matrix: Soil h1 C L1 Analyses Result Units Qualifiers RL QCL Metroa Analysis Date/By SATURATED PASTE EXTRACT Rests.wly,Sat.Paste 1830 chm-cm 1 Calculalton 05Q2J19 14:141srm pH,sat.paste 7,9 s.u. 0.1 ASA10-3 OSr22J19 14:14/srm Chio(we 26 mg!L 1 E3W.0 05r2V19 18.391 mrc Swale ND m9'L 1 EllX.0 05124d19 18-391 mrc PHYSICAL PROPERTIES Oxrvtabon-RcOictoon Potcrl,3, 294 mV A2580 BA1 050919 11 07111w f - - Report RL-An&yle reporting lin*.I. MCL-Ataxmum contamnanl level. Definitions: CCL•Cualey oontrol wnt ND-Not detected at:ne rcpcYti-q IMO. Page 2 of 14 • trust cur Peopk.Trust out Drte Samis,K1800.735089•Gs2tf.to 888.235.0515 cottit,wy M.686.7175•Hems u-877.472,0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Brarch Client: Rawhide Engineering, Inc Report Date: 05128119 Project: NWCS Collection Date: 05,09/19 10:C0 Lab ID: 619051063-002 DateRecelved: 05,13119 Client Sample ID: TP-3 at 6.5 Matrlx: SOA MCu Analyses Result Units Qualifiers RL QCL Method Analysis Data/By SATURATED PASTE EXTRACT Resis:vity.Sat Paste 1300 oh-n-cm 1 Calcination 0522119 14:14/arm 01,sar..paste 8.1 s.u. 01 ASA10.3 0522J19 14:14/arm Chlon4e 59 rngrL 1 E300.0 0524:19 20:06/mrc Sulfate ND mVL 1 E300.0 0524.119 20:06/mrc PHYSICAL PROPERTIES 0xda1.on-Rocu:-,.an Potcnnal 298 mV A25W BAt MISd19 11:07/j►w Report RL-Arsayte feponrg irnt. 1dCL-1.la inwm cvyaminant lr rl. Definitions: OCL-Quality cor.Yol im-'. NO-Not dimectea at the feportng lirrd. Page 3 tN 14 s ® Ttua our Woplt.Trust our Da'i B,tmis W"SK 735 4489•c►80►r,Iry 888.235.0515 G,Ir:tt m 866.666.7175•MNeM W 877,472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings.h(T Branch Client: Rawhi9e Engineering, Inc Report Date: 05128/19 Project: NWCS Collection Date: 0549119 '0:0D Lab ID: B19051063-0;)3 DateReceived: 05113119 Client Sample ID: TP-4 at 6.5 Matrix: Soil MCU Analysas Result Units Quaiifiers RL QCL Method Analysis Date 7 By SATURATED PASTE EXTRACT ReaiSlvity,Sat Paste 1940 ohm-cm 1 Cal,culalion 0522'19 14:14!srm PH.aa:.paste 8.2 s.u. 0.1 ASAID-3 OS22119 14.141stm Crnlonde 26 M91L 1 E300.0 M2409 20 24 r mrc Sulate ND mpst 1 E300.0 O5124119 2024 r mrc PHYSICAL PROPERTIES OX�JalGor.-RL,:JCon Pcten:ial 294 mV A2580 BM 06'1509 11 071itw Report RL-Analyse reporting limit. MCL•Mta>omum oonlammart W*. Definitions: QC_.Cuatty conInY limit. ND-Not detected at the reporting lint Page 4 of 114 • Tr✓t•our People Trust cur DAU r, .V,80P 735 4489• cisr•>- n•888.235.0515 $66 686 7175 Mt'ip ) '1'877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by BiIflrgs, MT B-anch Client: RwovNda Engineering, Irc Report Date: 0512&19 Project: NWCS Collection Date: 05,0911910-00 Lab ID: B19051063.004 DateReceived: 05113119 Client Sample ID: TP-7 at 6.5 Matrix: Sol MCU Analyses Result Units Qualifiers RL QCL Method Analysis Date 1 By SATURATED PASTE EXTRACT Rnf,,ist,tiity,Sat.Pas:c 2360 oim-cm 1 CakvlaWn C622119 14 14 1 srm pH,sat.paste 7-9 s.u. 01 ASA10.3 0522A914 141srm Chlorcc 16 mgit 1 E300.0 0524119 20:41 1 mrc Su late 21 mg& 1 E300,0 D5.24119 20:41 1 mrc PHYSICAL PROPERTIES Oxidaton-RoductienPotenta 303 mV A258081•t 0-4,r1511911-071jiw Report RL•Anal)ce reportng 1m.t. 1,'CL-tltumurn contaminant to vl. Definitions: QCL-Cw;ty cerarol Imr. NO•Net detected a'the repor•ng sma. Page 5 of 14 r crust ourPe*r Trust our Wei umnjs,ut SDG.735.4489•Cisw.08fi.13S.0515 ® Cdiette.ray 866.606.7175 •Helena.M1877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Bongs. MT Branch Client: Rawhicle Engineering.Inc Report Date: 05r28119 Project: NAICS Collection Date: 05009119 10:00 Lab ID: B19051063-005 DateReceived: 0503119 Client Sample ID: TIP-8 at 6.5 Matrix: Soil MCU Analyses Result Units Qualifiers RL QCL Method Analysis Date r By SATURATED PASTE EXTRACT Resatvrty,Sat Paste 2300 ctrn-cm 1 Ceicvlatlon C622119 14;141 srrn pH,sat.paste &0 5.u- 0.1 ASA10-3 0522119 14:141 srm Chloride '3 rrgrL 1 E300.0 05,24119 20:591 mrc Sufate ND rrg4. 1 E300.0 OW4119 20:591 mrc PHYSICAL PROPERTIES Ox 1iICn-Rg4�Ct or Foter:�6 299 rnV A2583 B&I O6115119 11:071yw Ripon RL-Anatyc reporting limit. R'CL-Maximu-n contaminant level. Dtflnitions QCL-Ovaity eantrO limit. N:)-riot dctec ed at the reporting limit. Page 6 of 14 • Trsn't„r Pevph•Ttustout Cam samts,rrt 801.735.4489-Cusp+' WY ISS13SJ515 E C.Itetie wy 066.686.7175•'kbta,91 877,472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client* Rawhide Engineering. Inc Report Date: 05 M19 Project: NWCS Collection Date: 05l09d19 10:00 Lab ID: B19D51063.006 DateReceived: 05113119 Client Sample ID: TP-10 at 6.5 Matrix: Soil MCL' Analyses Result Units Qualifiers RL QCL Mothod Analysis Date t By SATURATED PASTE EXTRACT Resiarnty,Sat.Paste 1520 ohm-cm 1 Calculet of 0542/19 14:141 arm PH,sat.paste 7.8 s.u. 0.1 ASA10.3 05,22119 14:14 I smt Chloride 70 mgit 1 E300.0 0924119 21:161 mre Sulfate ND rnggt 1 E300.0 0524119 21:161 mrc PHYSICAL PROPERTIES oxidaC or,Reduction Poterva' 305 rnV A2580 BM 05f15.119 11:071)w Repo,:! RL-Analyle repoling limit. MCL-Matorrwm contam-wint revel. Definitions: CC:-0jalcy contro:Grrvt_ ND-Not detected at the reporting limit- Page 7 of 14 • Trust our No& Tr"ow Diu B:hnjs.NT 61)8-715.4491•C&%W.Wr 000.215 0515 CWit.wr 866.686.7175•Menu.tlT 877.417 0711 LABORATORY ANALYTICAL REPORT Prepared t>y Bi trigs, .V.T Branch Client. Rawhide Engineering, Inc Report Date: 05J28119 Project: %WCS Collection Date: OSd09119 10:00 Lab ID: B19051063-007 Date Received: 054r13119 Client Sample ID: TP-13 at 6.5 Matrix: Soil MCL! Analyses Result Unns Qualifiers RL QCL Method Analysis Date J By SATURATED PASTE EXTRACT Res-stvl:y,Sat.P:.z:c 1770 ohm-cm 1 Calculaticn 05122/19 14:141 arm PH.sat.paste 7.9 s.u. 0.1 AS,A10-3 05j22119 14.14 1 srm 0vonee 22 mgiL 1 E300 0 0514119 21:341 mre Sulfate 47 rngil- 1 E300.0 051'24119 21:34 1 mrc PHYSICAL PROPERTIES 0x0athor-ROuclicn Poton:a 318 my A25e0 BM 05i1,S11911:0711Mr Report RL-Arts"repotin4 limit. MCL-Maxnurn contaminant heed. Deflnrtlons: QCL-Quality control irm.t_ KD-Not Cetected at the reporting Unit. Page 8 of 14 • Trust our People 'rust Du*Dete ltlrep.UT 800.735.4489•Casper,V Y 1it.235.0515 ® t;oo t.WVJ1Ii6A$$.7175• Hrirni,VT 877.472.0711 LABORATORY ANALYTICAL REPORT F:repared Dy H nrls VT Branch Client: Rawhide Engneering_Inc Report Date: 05.28119 Project: NWCS Collection Date: 05.t09J19 10:00 Lab ID: B190S1063-008 DateRcccivcd: 05f13f19 Client Sample ID: TP-14'at 6.5 Matrix: Sao mcu Analyses ResuM Units Quallflers RL QCL Method Analysis Date f By SATURATED PASTE EXTRACT Re3mlivty.Sat.Paste 2470 ohm-cm 1 Calculation OS22119 14:141 srm PH.sat.passe 8-2 s-u. 0.1 ASA10.3 05r22119 14:141 arm 1.;t1t0•4e 15 mgil 1 E300 0 0524119 21.511 mrc Sultaw 45 mgil 1 E300 0 0 V19 21:51 r mrc PHYSICAL PROPERTIES Ouca:on•Redu_on PctenLal 284 mV A2$80 Bid OSMS)1911:071jKv Report RL•Anaryte reporting Itrit MCL-Msodr djm corAwntnark level. DtfinlUcrts. QCL.Qi-atity control IimE. ND-Kol detected at the repomng limit Pape 9 of 14 FIGURE I Two-Dimensional Matrix 1 [ 1 . + . 1 • •M •I•II »;A'' le'v MEMO ON" volons SOMEONE » O nlON DwHM�Y n nw•I M OM7•.11 auuYH MOyM AID 7,,a p. 14 monsoon N 1julan M"EMEMM is 0 nn 40 no •• ■en■■NEWS Emmons ■■■/■■ •• 00 ME moo Commons END., R■ onon �■oRR�II■■n moo ■■Noss■■1"INDWASSE ononswoup ps on ON r s■m■■■■■■nn i o■■■n ■■ zoos■/. ■m om■■n■■n 3 Russo OEM Moment. ■/■■m■■■■■■�■M ■mom■/nm■ ■■s■�t' am „ was im■a■ i aMiono%AAA■ ■��■�• C so■■so■■Noss■ �n NN■-RR■■■R■■■ /■■■s'• o ,1 m■■ ■m■M■mn■■R 11°Jns■■en■■■ ■■■ it N :� Caiiismonsome ■/iiisiim sMonosson- as �• ■■m ■■■R/■ h E. ail soon" ■ �- MISSION MEMO . on n■memoo on s■■s 4 1. N 1• N r iii■ ■■ i'■a�i a�vnns T. C ■son ■ r■■. ..a�i■■ ■soon■ „ ■ ■■oeee■ R■■RR■■es■■ r �--T ■■■■>r » ��mMmsMo■■■oar■ ■ 11. � sour - ■■■r.. r■ » norup, roil Navajo CC U■■ui■::m"'�: 00 o(n K, • • ■■■■o■■■■R■■■W r r " • ■ ■sins ■R EMENS ■■ 1 ► r 1 ( 1 �• _ , nignammon • ■■■n■eno■■■■■o■SEMEN 1L I 11 1 LIKELIHOOD CA- TABLE -v Design Decision Model " (DDM ' ) v _ V Re,commendations r s As manufactured with Shop Coat ' ^ 4• 11 w V-Bio)*, Enhanced Polyethylene Encasement V-BioE Enhanced Polyethylene Encasement.or h► N 3 V-Biota Enhanced Polyethylene Encasement with Joint Bonds . 4 V-BiOB Enhanced Polyethylene Encasernant with Metallized Zinc Coating,or • V-Biol1 Enhanced Polyethylene Encasement with Life Extension Cathodic Protection V-Bio• Enhanced Polyethylene Encasement with Metaliized Zinc Coating,or V•Bio I Enhanced Polyethylene Encasement wilh Cathodic Protection 'Ilet[�MIr[mAtm..aW�••[JY•/•.VMIwY o1iWA;•t»tw•..Oai eV.x Y4 t••Ine.t•rVro Gn1.o�:�Tl�t vt pt�401 1n•14011 cv 11[" ;O the N 4 1IIN/,V r1(A M MOH l00 h if•pp.[r•O "#CH*aOc prowtio.VIA Old Uc ccM doe w.<IO•.tf.rrl CG'rM M..tHMtY'�•M N w•M„••4.a••N•Vti•(Y.MFaft{MbJO SI•tact PiDIM4.a 3 TABLE 2 Likelihood Score Sh LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE POINTS SCOT e RESISTIVITY < 500 ohm-cm 30 30 ' 500- 1000 ohm-cm 25 > 1000- 1S00 ohm-cm 22 j >1500-2000 ohm-cm 19 >2000- 3000 ohm-cm 10 > 3000-5000 ohm-cm 5 > 5000 ohm-cm O CHLORIDES >100 ppm= positive 8 8 50- 100 ppm = trace 3 < 50 ppm = negative 0 MOISTURE >15% = Wet 5 S CONTENT 5-15%= Moist 2.5 <5% =Dry 0 GROUND WATER Pipe below the water 5 S INFLUENCE table at any time PH pH 0-4 4 4 PH > 4 -6 1 7. pH 6-8.with suttides � and low or negative redox 4 PH > 6 0 NG� SULFIDE Posit ve(>1 ppm) 4 4 IONS trace( >0 and< 1 ppm) 1.5 negative(0 ppm) O REDOX = negative 2 2 y h� POTENTIAL =positive 0• 100 my t =positive >100 my 0 81-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 Known Corrosive Cinders. Mine Waste.Peat Bog. 21 � Environments Landfill. Fly Ash.Coal J Soils with Known Corrosive Environments shall be assigned 21 points or the total of pants for Likelihood Factors. whichever is greater. 5 TABLE Likelihood Score Sheet f LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE S(ofQ POINTS RESISTIVITY < 500 ohm-cm 30 30 500-X)00 ohm-cm 25 ';r > 1000-1500 ohm-cm 22 > 1500-2000 ohm-cm 19 iNr �M >2000- 3000 ohm-cm 10 > 3000- 5000 ohm-cm 5 > 5000 ohm-cm 0 CHLORIDES > 100 ppm =positive 8 8 _ 50- 100 ppm=trace 3 NP" < 50 ppm -negative 0 MOISTURE >15%=Wet 5 5 CONTENT 5 - 15% = Moist 2.5 < 5%= Dry 0 GROUND WATER Pcpe below the water 5 S INFLUENCE table at any tamp PH pH 0- 4 4 4 PH > 4 -6 1 J�? PH 6-8,with sulfides. 1 and low or negative redox 4 PH > 6 0 Nc1 SULFIDE positive(>1 ppm) 4 4 IONS trace( >0 and< 1 ppm) 1.5 r1 j( negative( 0 ppm) 0 REDOX = negative 2 2 POTENTIAL =positive 0- 100 my 1 =positive >100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (p,g, Cooper) . yes Connected to noble metals 0 (e.g.cooper) -no TOTAL POSSIBLE POINTS 60 --— Known Corrosive Cinders.Mine Waste. Peat Bog. 21 Environments Landfill,Fly Ash, Coal Sods with Known Corrosive Environments shag be assVned 21 points or the total of points for Likelihood Factors.wtKheve►is greater. 5 LikelihoodTABLE 2 Scorefefid !.l LIKELIHOOD FACTOR POINTS MAXIMUM -TeS+ P POSSIBLE POINTS RESISTIVI"r' < 500 ohm-cm 30 30 i 500- 1000 Ohm-cm 25 9 YO > 1000 - 1S00 ohm-cm 22 j !1 > 1500 -2000 ohm-cm 19 >2000- 3000 ohm-cm 10 > 3000-5000 ohm-cm 5 >5000 ohm-cm 0 CHLORIDES > 100 ppm= po5ttrve 8 $ 6 SO - 100 ppm = trace 3 - PPM' < 50 ppm = negative 0 MOISTURE >15%= Wet 5 $ she 4- CONTENT 5 -15% = MOM 2.5 < 5%= Dry 0 GROUND WATER Pipe below the water 5 S r Ye INFLUENCE table at any time -� PH PH 0-4 4 4 PH >4 -6 1 r PH 6 -8.with sulfides -� and low or negative redox PH > 6 0 ►,I ,, SULFIDE positive(?I ppm) 4 4 ` IONS trace( >O and< 1 ppm) 1,5 • !"!' negative(0 ppm) 0 REOOX = negative 2 2 =7 r,✓ POTENTIAL = posrttve 0-100 my 1 =positive >100 my 0 BI-METALLIC Connected to noble metal: 2 2 /{s CONSIDERATIONS (p.g copper) -yes Connected to noble metals 0 (e.g. copper) -no r� TOTAL POSSIBLE POINTS 60 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. 5 Likelihood Si&e -Tfj �f .j l P . / LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE POINTS RESISTIVITY < 500 ohm-cm 30 30 i 500- 1000 ohm-cm 25 6 > 1000- 1500 ohm-cm 22 ir >1500 -2000 ohm-cm 19 >2000- 3000 ohm-cm 10 > 3000 - 5000 obm-cm 5 >5000 ohm-cm 0 CHLORIDES > 100 ppm= positive 8 8 0 50 - 100 ppm = trace 3 PP' < SO pUm a negative 0 MOISTURE >15%= Wet 5 S CONTENT 5-154E = Mo'st 2.5 < 5%= Dry 0 GROUND WATER Pipe below the water 5 S INFLUENCE table at any time PH pH 0- 4 4 4 PH > 4 -6 1 -, 79 pH 6 -8. with sulfides and low or negative redox 4 PH > 6 0 SULFIDE positive(>1 ppm) 4 4 IONS trace( > O and< 1 ppm) 1.5 rPM negative(0 ppm) 0 REDOX =negative 2 2 POTENTIAL =positive 0-100 my 1 N =positive >100 my BI-METALLIC Connected to noble metals I 2 CONSIDERATIONS (P,g. copper) -yes Ye Connected to noble metals (e.g. copper) -no TOTAL POSSIBLE POINTS 60 - Known Corrosive Cinders, Mine Waste. Peat Bog. 21 Environments Landfill, Fly Ash,Coil ' Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors.whichever is greater. 5 TABLE LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE POINTS Sao,e RESISTIVITY < 500 Ohm-cm 30 30 a 300 2 500- 1000 ohm-cm 25 ff > 1000-1500 ohm-cm 22 1 0 Q►•,M' C M > 1500-2000 ohm-cm 19 >2000- 3000 ohm-cm 10 > 3000- 5000 ohm-cm 5 >5000 ohm-cm C CHLORIDES > 100 ppm = positive 8 8 3 P 50- 100 ppm = trace 3 pr-- < 50 ppm • negative 0 MOISTURE >15`K = Wet 5 5 �c CONTENT 5-15%=Moist 25 < 5%=Dry 0 GROUND WATER Pipe below the water 5 5 INFLUENCE table at any time PH pH 0- 4 4 4 pH > 4-6 1 .U pH 6- 8,with sulfides and low or negative redox 4 PH >6 0 h�oJ SULFIDE positive(>1 ppm) 4 4 IONS trace( >0 and< 1 ppm) r_ ( •i•'� negative(0 ppm) 0 REDOX = negative _ 2 POTENTIAL = Positive 0- 100 my i = Positive > 100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e.g,copper)•yes di yC Connected to noble meals C. (e.g.copper)-no TOTAL POSSIBLE POINTS 60 Known Corrosive Cinders.Mine Waste. Peat Bog. 21 Environments Landfill,Fly Ash,Coal Soils with Known Corrosive Environments shall be as signed 21 points or the total of points for Likelihood Factors.whichever is greater. 5 TABLE 2 Likelihowd Score p 7/� LIKELIHOOD FACTOR POINTS MAXIMUM - +fS f II- - 0 POSSIBLE POINTS (ar� RESISTIVITY < 500 ohm-cm 30 30 500 -1000 ohm-cm 25 s a V > 1000 - 1500 ohm-cm 22 f q > 1500- 2000 otvn-cm 19 6 r,'[^ > 2000- 3000 ohm-cm 10 > 3000 - 5000 ohm-cm 5 > 5000 ohm-cm O CHLORIDES >100 ppm = positive 8 8 70 50. 100ppm =trace 3 < 50 ppm =negative 0 MOISTURE > 15% = Wet 5 S (r1P CONTENT 5-15%- Moist 2.5 < 5% = Dry 0 GROUND WATER Pipp below the water 5 S - �' S INFLUENCE table at any time pH PH 0-4 4 4 PH > 4 -6 1 7- PH 6-8,with sulfides and low or negative redox 4 PH >6 0 SULFIDE positive(>1 ppm) 4 4 IONS trace ( >0 and< 1 ppm) 1,5 r� negative( 0 ppm) 0 REDOX =negative 2 2 ?US V POTENTIAL - positive 0-100 my 1 = positive >100 my O BI-METALLIC Connected to noble metals. 2 2 CONSIDERATIONS (e.g.copper) -yes Yf S Connected to noble metal- p y (e.g.copper) -no TOTAL POSSIBLE POINTS 60 - Known Corrosive Cinders, Mine Waste.Peat Bog. 21 i Environments Landfill. Fly Ash.Coal Sods with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors. whichever is greater. rJ Likelihood Score Tej PJJ LIKELIHOOD FACTOR POINTS MAXIMUM , f -T1p- 13 POSSIBLE POINTS SRO( C RESISTIVITY < 500 ohm-cm 30 30 ' 500- 1000 ohm-cm 25 1770 > 1000-1500 ohm-cm 22 > 1500-2000 ohm-cm 19 r-n > 2000- 3000 ohm-cm 10 > 3000- 5000 ohm-cm 5 >5000 ohm-cm 0 CHLORIDES > 100 ppm = positive 8 $ ;L 50- 100 ppm - trace 3 < 50 ppm = negative 0 MOISTURE >15%= Wet 5 5 CONTENT 5 - 15%= Moist 2.5 < 5%= Dry O GROUND WATER Pipe befow the water 5 5 - W 4 IN9 LUENCE tabb at any time pH pH 0- 4 4 pH >4 -6 1 4 !.e) pH 6-8.with sulfides and low or negative redox pH >6 SULFIDE positive QI ppm) 4 4 1.17 IONS trace(>0 and< 1 ppm) 1.5 negative(0 ppm) 0 REDOX = negative 2 2 .3 19 v POTENTIAL = positive 0 - 100 my 1 M = positive >100 my O BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e,g.copper) -yes Yfs Connected to noble metals O (e,g.copper) - no TOTAL POSSIBLE POINTS 60 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, 5 TABLE 2 Likelihood Score Sheet LIKELIHOOD FACTOR POINTS MAXIMUM POSSIBLE POINTS RESISTIVITY < 500 ohm-cm 30 30 L 500-1000 ohm-cm 25 a K70 > 1000-1500 ohm-cm 22 on > 1500-2000 ohm-cm 19 o r,w c >2000- 3000 ohm-<m 10 > 3000 - 5000 ohm-cm 5 > 5000 ohm-cm 0 CHLORIDES > 100 ppm =positive 8 8 S 50 - 100 ppm - trace 3 PIP < 50 ppm=negative 0 MOISTURE > 15%= wet S 5 CONTENT 5 - 15% = Moist :.5 < S% = Dry GROUND WATER Pipe below the water 5 S INFLUENCE table at any time pH pH 0-4 4 4 pH >4 . 6 1 h 8,co pH 6-8, with sutfKlOs and low or negative redox pH >6 0 SULFIDE positive(?1 ppm) 4 4 4s IOINS trace( >0 and<1 ppm) 1.5 P negative(0 ppm) 0 REDOX = negative 2 Z ` / POTENTIAL = positive 0- 100 my 1 = positive > 100 my 0 BI-METALLIC Connected to noble metals 2 2 CONSIDERATIONS (e.g.copper)-yes Yr S Connected to noble metals 0 (a.g copper) -no TOTAL POSSIBLE POINTS 60 Known Corrosive Cinders. Mine Waste,Peat Bog, 21 Environments La.-eJfill. Fly Ash. Coal Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors, whichever is greater. 5 TABLE 3 • • Score Ail 4 P.I PIPS CONSEQUENCE FACTOR POINTS MAXIMUM POSSIBLE POINTS "ore PIPE SERVICE 3• to 24- 0 22 30"to 36" 8 ' 42-to 48' 12 54'to 64" 22 LOCATION: Routine(Fair to flood access. 20 np 1 Construction-Repair Mnrnil tralfiC/other utility O 1f0 wa.I1� 1(e��T considPratsons consideration.etc.) �o O f r►f S Moderate(Typcal business/ residential areas.some right A rn, f of way Imitations.etc.) I�Ov�•� Olfficutt(Sutawaous crossings,do%rltoowm metropolitan busness areas, 20 multiple utilities congestsom swamps.etc.) DEPTH OF COVER 0 to 10 feet depth 0 5 CONSIDERATIONS >10 to 20!ee:depth 3 >20 fee►depth 5 ALTERNATE Altarnale supply available•no 3 3 WATER SUPPLY - II Alternate wppty available-yes 0 Kit f I.dr TOTAL POSSIBLE POINTS s0 AIl<.►,�I� S.,PPI,j The revised DIPRA and Corrpro again listened to the needs of utility operators and recognized the differences between long, DDM recognizes 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-Bio` enhanced polyethylene encasement transmission mains in conjunction with metallized zinc provides water operators with an effective alternative to controlling corrosion in and distribution distribution systems. systems.