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Resolution No. R26-07
RESOLUTION NO. R26-07 RESOLUTION OF CITY COUNCIL APPROVING CONDITIONAL APPROVAL OF THE PRELIMINARY PLAT OF LAUREL INDUSTRIAL PARK 2ND FILING SUBDIVISION. WHEREAS,on December 4,2026, Sanbell submitted a preliminary plat application for the Laurel Industrial Park Subdivision 2nd Filing; WHEREAS, the property description is as follows: General Location: Intersection East Railroad Street and South Washington Avenue. The property is located within the City of Laurel. Legal Description: Lot -1 Block 1 Laurel Industrial Park NE'/4 Section 16, Township 2 South, Range 24 East, P.M.M. WHEREAS, the proposed subdivision would create four new lots within the Laurel Highway Commercial Zoning District; WHEREAS, the property is currently vacant and is located on the southwest corner of the intersection of East Railroad Street and South Washington Avenue; WHEREAS, the project is being reviewed as a First Minor Subdivision because the parent tract existed on or before 2003, and the lot sizes and proposed use of the property post subdivision are consistent with the prevailing city zoning regulations; WHEREAS, on September 10, 2025, a pre-application meeting was held to discuss the proposal; WHEREAS,the preliminary plat application was submitted on December 5, 2025; WHEREAS, Element Review was completed on December 12, 2025 and Sufficiency review was completed on January 6, 2026; WHEREAS,the developer granted a 30-day extension to the review time on January 8, 2026; WHEREAS,the preliminary plat review timeline expires on March 25, 2026; WHEREAS, this matter was heard by the Laurel-Yellowstone Planning Board on February 18, 2026; R26-07 Approval Conditional Approval of Preliminary Plat of Laurel Industrial Park 2°d Filing Subdivision WHEREAS, the Planning Board made the following recommendations on Conditions of Approval: 1. To provide for the installation of private utilities, prior to final plat approval the applicant will coordinate with private utility providers for any needed easements and show them on the final plat as requested by the private utility companies. 2. To provide for proper addressing, prior to final plat approval the applicant will secure an address for each lot in the subdivision at the time of development. 3. That the extension of water, sewer, and storm water for each lot in the subdivision be reviewed and approved by the Montana Department of Environmental Quality. 4. Minor changes may be made to the SIA final documents, as requested by the Planning, Legal or Public Works Departments to clarify the documents and bring them into the standard acceptable format. 5. That the proposed alley be dedicated as a public right-of-way and constructed to the standards of the Public Works Standards of the City of Laurel. 6. That a professional engineer designs a sidewalk section along East Railroad Street that conforms to the City of Laurel Public Works Standards. The SIA shall require that when a lot in the subdivision is developed the sidewalk shall be installed in accordance with the approved design. 7. The final plat shall comply with all requirements of the Laurel — Yellowstone County Subdivision Regulations,the changes recommended by the various City and County Departments, and the laws and Administrative Rules of the State of Montana. WHEREAS, Staff recommends that the City Council grant conditional approval of the preliminary plat of Laurel Industrial Park 2nd Filing Subdivision and adopt the Findings of Fact as presented in the staff report, consistent with the Planning Board's recommendations. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Laurel, Montana, as follows: 1. Conditional approval of the of the preliminary plat of Laurel Industrial Park 2nd Filing Subdivision is hereby granted, and the Findings of Fact as presented in the staff report are hereby adopted, consistent with the Planning Board's recommendations. R26-07 Approval Conditional Approval of Preliminary Plat of Laurel Industrial Park 2°d Filing Subdivision 2. That the Conditions of Conditional Approval are as follows: a. To provide for the installation of private utilities,prior to final plat approval the applicant will coordinate with private utility providers for any needed easements and show them on the final plat as requested by the private utility companies. b. To provide for proper addressing, prior to final plat approval the applicant will secure an address for each lot in the subdivision at the time of development. c. That the extension of water, sewer, and storm water for each lot in the subdivision be reviewed and approved by the Montana Department of Environmental Quality. d. Minor changes may be made to the SIA final documents, as requested by the Planning, Legal or Public Works Departments to clarify the documents and bring them into the standard acceptable format. e. That the proposed alley be dedicated as a public right-of-way and constructed to the standards of the Public Works Standards of the City of Laurel. f. That a professional engineer designs a sidewalk section along East Railroad Street that conforms to the City of Laurel Public Works Standards. The SIA shall require that when a lot in the subdivision is developed the sidewalk shall be installed in accordance with the approved design. g. The final plat shall comply with all requirements of the Laurel — Yellowstone County Subdivision Regulations, the changes recommended by the various City and County Departments, and the laws and Administrative Rules of the State of Montana. Introduced at a regular meeting of the City Council on the 1 Oth day of March, 2026, by Council Member Canape. PASSED and APPROVED by the City Council of the City of Laurel the loth day of March, 2026. APPROVED by the Mayor the loth day of March, 2026. R26-07 Approval Conditional Approval of Preliminary Plat of Laurel Industrial Park 2nd Filing Subdivision CITY OF LAUREL Dave Waggoner, Mayo ATTEST: wnnr'rru�q ol I�L ld e tr lerk-Treasurer 4•,�_` •. v APPROVED AS TO FORM: —Im 1tU[ Michele L. Braukmann, Civil City Attorney R26-07 Approval Conditional Approval of Preliminary Plat of Laurel Industrial Park 2nd Filing Subdivision J CITY HALL C J - 115 W. 1ST ST. City Of Laurel PUB.WORKS:628-4796 WATER OFC.:628-7431 nn L�rV� COURT:628-1964 P.O.Box 10 U FAX 628-2241 Laurel,Montana 59044 J J Planning Office PLANNING BOARD RECOMMENDATION Laurel Industrial Park 2nd Filiniz February 19, 2026 INTRODUCTION On December 4, 2025, Sanbell submitted a preliminary plat application for the Laurel Industrial Park Subdivision 2"d Filing. The proposed subdivision would create four new lots within the Laurel Highway Commercial Zoning District. The property is currently vacant and is located on the southwest corner of the intersection of East Railroad Street and South Washington Avenue. The project is being reviewed as a First Minor Subdivision because the parent tract existed on or before 2003, the lot sizes and proposed use of the property post subdivision are consistent with the prevailing city zoning regulations. The project will be presented to the Laurel—Yellowstone City County Planning Board on February 18, 2026, with the decision being made by the Laurel City Council. RECOMMENDATION Staff recommends that the Planning Board recommend that the City Council grant conditional approval of the preliminary plat of Laurel Industrial Park 2"d Filing Subdivision and adopt the Findings of Fact as presented in the staff report. PROPOSED CONDITIONS OF APPROVAL 1. To provide for the installation of private utilities, prior to final plat approval the applicant will coordinate with private utility providers for any needed easements and show them on the final plat as requested by the private utility companies. 2. To provide for proper addressing, prior to final plat approval the applicant will secure an address for each lot in the subdivision at the time of development. 3. That the extension of water, sewer, and storm water for each lot in the subdivision be reviewed and approved by the Montana Department of Environmental Quality. 4. Minor changes may be made to the SIA final documents, as requested by the Planning, Legal or Public Works Departments to clarify the documents and bring them into the standard acceptable format. 5. That the proposed alley be dedicated as a public right-of-way and constructed to the standards of the Public Works Standards of the City of Laurel. 6. That a professional engineer designs a sidewalk section along East Railroad Street that conforms to the City of Laurel Public Works Standards. The SIA shall require that when the first lot in the subdivision is developed that all of the sidewalk shall be installed in accordance with the approved design. 7. The final plat shall comply with all requirements of the Laurel —Yellowstone County Subdivision Regulations, the changes recommended by the various City and County Departments, and the laws and Administrative Rules of the State of Montana. VARIANCES REQUESTED N/A. None Requested. PROCEEDURAL HISTORY • On September 10, 2025, a pre-application meeting was held to discuss the proposal. • The preliminary plat application was submitted on December 5, 2025. • Element Review was completed on December 12, 2025. • Sufficiency review was completed on January 6, 2026 • The matter is scheduled for the Laurel-Yellowstone Planning Board on February 18, 2026. • The developer granted a 30-day extension to the review time on January 8, 2026. • The preliminary plat review timeline expires on March 25, 2026. PLAT INFORMATION General Location: Intersection East Railroad Street and South Washington Avenue. The property is located within the City of Laurel. Legal Description: Lot-1 Block 1 Laurel Industrial Park NE%Section 16, Township 2 South, Range 24 East, P.M.M. Engineer and Surveyor: Sanbell Existing Zoning: None Existing Land Use: Vacant Proposed Land Use: Industrial/Mini Storage Gross and Net Area: 1.99/1.64 Proposed Number of Lots: 4 New Lots Lot Size: 0.42—0.43 Parkland Requirements: N/A Exempt to Parkland Dedication. FEMA FIRMette Areas of Minimal Flooding FIRM#30111C1420E Attached Attachments Findings of Fact Proposed Plat Draft SIA FEMA FIRMette Geotechnical Report FINDINGS OF FACT The Planning staff has prepared the following Findings of Fact for the preliminary plat of Lot-1 Block-1, Laurel Industrial Park 2"d Filing. These findings are based on the preliminary plat application and supplemental documents and addresses the review criteria required by the Montana Subdivision and Platting Act(76-3-608 M.C.A.) and the Laurel—Yellowstone Subdivision Regulations. A. Primary Review Criteria 76-3-608 MCA. 1. Effect on Agriculture and Agricultural Water Users Facilities a. The parent tract was created via subdivision prior to 2003 as an industrial park. b. The parent tract is located within the City of Laurel and is, and has been zoned,for industrial uses for over 20 years. c. The parent tract consists of approximately 1.99 acres and has no real Agricultural value. d. The water rights for the irrigated property will continue to run with the property. e. The irrigation systems will not be altered by this subdivision. There are not any anticipated adverse effects on agriculture or agricultural water users facilities. 2. Effect on Local Services a. The parcel being created is currently served by existing facilities. As such,the extension of public utilities is not necessary. b. The addition of three new lots will not have an adverse impact on local services such as solid waste streets, emergency services, schools, or mail delivery. c. The proposal is to extend sewer services along the rear of each lot. Public utilities need to be in public rights-of-way. d. The subdivision is exempt from the provision of park land as it is not for residential purposes. The effect on local services is minimal. 3. Effect on the Natural Environment a. The lot addition of three new tracts will not have a measurable impact on the natural environment. b. The property is located within the incorporated limits of the City of Laurel. c. The property surrounding the parcel being created has and continues to be used for commercial and industrial purposes. The effect on the Natural Environment is insignificant. 4. Effect on Wildlife and Wildlife Habitat a. There are no known endangered or threatened species on the property. b. The property is not frequented by wildlife and is wholly surrounded by commercial and industrial uses. A Sage Grouse consultation is not required where the property is located within the city limits. This subdivision should have a minimal effect on wildlife and wildlife habitat. 5. Effect on the Public Health, Safety, and Welfare a. There are no known natural or man-made hazards on the property. b. The property is not located within a 100-year flood hazard area per FIRM #30111C1420E. c. The water and sewer main extensions will need to be designed by a professional engineer and reviewed and approved by MDEQ. d. The property is in the Laurel Fire District and is served by the Laurel Police Department. The effect on public health,safety and welfare is insignificant. B. Was an Environmental Assessment Required? Minor Subdivisions are exempt from the requirements of preparing an Environmental Assessment. 76-3-609(2)(d)(i) M.C.A. C. Does the subdivision conform to the City of Laurel Growth Policy? a. Preservation of prime agricultural lands. The lot being created is not located on the irrigated agricultural lands. b. The Laurel Growth Policy designates this property as Industrial on the future land use map. Industrial uses are important to the local economy as they provide job opportunities and significant additions to the local taxable valuation. c. Land Use Plan relationship to Housing. Industrial development provides for good jobs that support a strong housing demand which supports schools, parks and services meeting needs of people and families. D. Does the subdivision conform to the Montana Subdivision and Platting Act and to local subdivision regulations? The proposed subdivision is in conformance with the Laurel—Yellowstone Subdivision Regulations. The developer and the local government have complied with the subdivision review and approval processes prescribed in the local regulations and the MSPA. E. Does the proposed subdivision conform to all requirements of the zoning in effect? The proposed division and the intended future use is consistent with the prevailing zoning on the property. F. Does the proposed plat provide easements for the location and installation of any utilities? The necessary public and private easements exist. G. Does the proposed plat provide legal and physical access to each parcel within the subdivision and the notation of that access on the plat? Each lot in the subdivision has the ability to install an approach to East Railroad Street and via the proposed alley to South Washington Ave. CONCLUSIONS OF FINDINGS OF FACT • The preliminary plat of Laurel Industrial Park 2nd Filing does not create any adverse impacts that warrant denial of the subdivision. • The proposed subdivision conforms to several goals and objectives of the City of Laurel Growth Management Plan. • The proposed subdivision complies with state and local subdivision regulations, sanitary requirements, has legal and physical access, and is consistent with the prevailing zoning. • Any potential adverse impacts of the subdivision can be adequately mitigated by the imposition of conditions of approval. RECOMMENDATION The Laurel — Yellowstone City County Planning Board recommends that the Laurel City Council grant conditional approval of the preliminary plat of Laurel Industrial Park 2nd Filing and adopt the Findings of Fact presented in the Planning Board Recommendation. san.... LETTER OF TRANSMITTAL To: City of Laurel Date: 12-04-25 Attn. Planning & Public Works Depts. Project No: 04028.12 115 W 1s`St Project: Laurel Industrial Park Sub.2"d Filing Laurel, MT 59044 Reference: Preliminary Plat Application ❑x By Mail ❑x By Email ❑ Delivered By Hand ❑ To Pick Up Attachments: ❑ SID Pre-Creation Exhibits ❑ Contract Documents ❑ Prints ❑ Plans/Specifications ❑ Change Order ❑x Plat Submittal ❑ Shop Drawings ❑ Estimate ❑ Other MESSAGES: Enclosed is the preliminary plat application for a proposed first minor subdivision within Laurel Industrial Park Subdivision.Two paper copies and one electronic copy have been provided. Please reach out to me if additional paper copies are needed, and they will be provided ASAP. Please feel free to reach out to me at cscoles n saDbell com or 406-869-3373 as needed. Thank you, 7"." Signed.• Connor Scoles, El v Intelligent Infrastructure. Enduring Communities. LAUREL INDUSTRIAL PARK SUBDIVISION, 2ND FILING Project #04028.12 Location - Laurel Montana Intelligent Infrastructure. Enduring Communities. NOVEMBER 2025 Title 16-SUBDIVISIONS APPENDIX E APPENDIX E Preliminary Plat Application Subdivision Name: Laurel Industrial Park Subdivision,2nd Filing Date of Preapplication Meeting:09/10/2025 Type: Major First Minor X Subsequent Minor Tax Code: B02311 Location: Laurel, Montana Legal Description: Lot 1, Block 1, Laurel Industrial Park Subdivision 1/4 Section: NE 1/4 Sec 16,Township:02 South,Range: 24 East General Location: Southwest of intersection of South Washington Avenue and East Railroad Street Subdivider Information: Name: Solberg Enterprises,LLC Officers include Steve Solberg Address:500 SE 4th St. Laurel, MT 59044-3308 Telephone:406-860-4004 E-mail:steves@laurelford.net Owner Information: Name: Steve Solberg Address: 500 SE 4th St. Laurel, MT 59044-3308 Telephone:406-860-4004 E-mail: steves@laurelford.net Plat Data: Gross Area:1.99 Acres Net Area:1.64 Acres Number of Lots:4 Maximum Lot Size:0.43 Acres Minimum Lot Size:0.42 Acres Linear Feet of Streets:0 feet(600 feet of alley) Existing Zoning: Highway Commercial Surrounding Zoning: North: Heavy Industrial South: Highway Commercial East: Light Industrial West: Light Industrial Laurel,Montana,Code of Ordinances Created:2025-10-2414:51:44[ESTI (Supp.No.23) Page 1 of 3 Title 16-SUBDIVISIONS APPENDIX E Existing Land Use: Undeveloped Proposed Land Use: Highway Commercial Parkland Requirement: Land: 0 Acres: 0 Cash: 0 Cash: $ 0 No Parkland Requirements per MCA 76-3-621 and City of Laurel Code of Ordinances 16.10.070:"park land dedication may not be required"when "subdivision for parcels that are all nonresidential". Variances Requested (list and attach Variance Request): 1. 2. 3. Service Providers for Proposed Subdivision Gas: Montana Dakota Utilities Electric:Yellowstone Valley Electric Cooperative Telephone:CenturyLink and Spectrum School (Elementary,Middle,High): Laurel Elementary School, Laurel Intermediate School,Laurel Middle School,Laurel High School. Irrigation District: Big Ditch Cable Television:CenturyLink and Spectrum List of Materials Submitted with Application 1. Preliminary Plat 2.Draft Subdivision Improvement Agreement 4.Fema Firmette Floodplain Map 5.A Geotechnical report Agent Information Name: Sanbell Address:1300 Transtech Way Telephone:406-86 9-3373 Laurel,Montana,Code of Ordinances Created:2025-10-2414:51:44[ES11 (Supp.No.23) Page 2 of 3 Title 16-SUBDIVISIONS APPENDIX E I declare that I am the owner of record of the above-described property,and have examined all statements and information contained herein,and all attached exhibits,and to the best of my knowledge and belief,are true and correct. Owner of Record Date Owner Under Contract Date The submission of a preliminary plat application constitutes a grant of permission by the subdivider to enter the subject property. (Ord.07-01 (part),2007) Laurel,Montana,Code of Ordinances Created:2025-10-2414:51:44[EST] (Supp.No.23) Page 3 of 3 LAUREL INDUSTRIAL PARK SUBDIVISION, 2ND FILING Project #04028.12 M M M_ a 3 v z z � v x � a a Intelligent Infrastructure. Enduring Communities. sanbell V 11 ti�I i aa000 ,a!ou zo oll oll 11 11 9 < < T W < 40 i W 5M 3S3 M f I bSI 0 oo�o o'o.z,z- z - El B E El El s El S B B 2 El o lll ".<. -1 — I-M-'. i -o-o �,z.zz m. zm5<zi z3 .'I wwa U) I I Z 0 g z OE C 0 -4 ul in La 2; zL- — — — — — C) It ll z z a- CM M LLI 2f D 04 a c n I — z - V;aI p I > ''41 Cq FZ- I 0 ro ER CZ, >: a.cn >- - Zz 05 <z P=LO) S., El El - a v)zo k a o o F- 0 w C) _j L L (F, 0 Z>. a- I it LZ, cn 'o z W" m _j LLI -j v) z 7= D LLI Ld m t= tn ---- - ------- � � ; I �� -- - - - - - - - LU zuj cn 0 u- m < LAUREL INDUSTRIAL PARK SUBDIVISION, 2ND FILING Project #04028.12 Vf C w v v �^ a o z m M M � v m X Zq O o0 m 9 m z Intelligent Infrastructure. Enduring Communities. sanbell Subdivision Improvements Agreement Laurel Industrial Park Subdivision, 2nd Filing Table of Contents I. VARIANCES...................................................................................................................................2 II. CONDITIONS THAT RUN WITH THE LAND...........................................................................2 III. TRANSPORTATION......................................................................................................................2 IV. EMERGENCY SERVICE..............................................................................................................4 V. STORM DRAINAGE .....................................................................................................................4 V1. UTILITIES.......................................................................................................................................5 V11. PARKS/OPEN SPACE .................................................................................................................6 VII I. IRRIGATION...................................................................................................................................6 IX. SOILS/GEOTECHNICAL STUDY...............................................................................................6 X. FINANCIAL GUARANTEES ........................................................................................................7 XI. LEGAL PROVISIONS....................................................................................................................7 i Return to: Sanbell 1300 North Transtech Way Billings, MT 59102 Subdivision Improvements Agreement This agreement is made and entered into this day of 202 , by and between Solberg Enterprises, L.L.C.,whose address for the purpose of this agreement is 500 SE 4th Street Laurel, MT 59044, hereinafter referred to as "Subdivider," and the CITY OF LAUREL or COUNTY OF YELLOWSTONE, Montana, hereinafter referred to as "City/County." WITNESSETH: WHEREAS, at a regular meeting conducted on day of _. 202_, the City-County Planning Board recommended conditional approval of a preliminary plat of Laurel Industrial Park Subdivision, 2nd Filing; and WHEREAS, at a regular meeting conducted on day of 202 , the City Council/County Commissioners conditionally approved a preliminary plat of Laurel Industrial Park Subdivision, 2nd Filing;and WHEREAS, a Subdivision Improvements Agreement is required by the City/County prior to the approval of the final plat. WHEREAS, the provisions of this agreement shall be effective and applicable to Laurel Industrial Park Subdivision, ZO'Fi/ingupon the filing of the final plat thereof in the Office of the Clerk and Recorder of Yellowstone County, Montana.The Subdivision shall comply with all requirements of the City of Laurel Subdivision Regulations,the rules, regulations, policies, and resolutions of the City of Laurel,Yellowstone County, and the laws and administrative rules of the State of Montana. THEREFORE,THE PARTIES TO THIS AGREEMENT, for and in consideration of the mutual promises herein contained and for other good and valuable consideration, do hereby agree as follows: I. VARIANCES A. Subdivider has requested, and the City/County hereby grants,the following variances from the strict interpretation of these Subdivision Regulations: 1. None Requested II. CONDITIONS THAT RUN WITH THE LAND A. Lot owners will be required to construct that segment of the required sidewalk that fronts their property at the time of lot development. Sidewalk is to meet construction standards outlined by City of Laurel Standards for Public Works Improvements, 2024. B. Lot owners should be aware that a geotechnical study has been completed forthe property. C. No water rights have been transferred to the lot owners. No rights to waters from irrigation ditches exist for the property. D. There is attached hereto a Waiver waiving the right to protest the creation of the special improvement district or districts,which by this reference is expressly incorporated herein and made as much a part hereof as though fully and completely set forth herein at this point.The Waiver will be filed with the plat, shall run with the land, and shall constitute the guarantee by the Subdivider and property owner or owners of the developments described herein. Said Waiver is effective upon filing and is not conditioned on the completion of the conditions set forth in this Agreement.The Subdivider and owner specifically agree that they are waiving valuable rights and do so voluntarily. III. TRANSPORTATION A. Streets The subdivision fronts the existing East Railroad Street and South Washington Avenue. East Railroad Street has an existing80-foot-wide right-of-way dedication along the subdivision frontage and is constructed to a paved width of 24 feet. South Washington Avenue has an existing 60-foot-wide right of way dedication and is constructed to a 2 paved width of 52 feet with curb and gutter along the subdivision frontage. No further streets are proposed. A new alley is proposed. • Proposed rights-of-way widths: No changes to proposed East Railroad Street or South Washington Avenue right-of-way widths. Alley right of way will have 20-foot width • Proposed pavement widths and surface types: East Railroad Street pavement will be widened to 22 feet from centerline of right of way to new back of curb along the subdivision frontage. No changes proposed to the existing width of South Washington Avenue along the subdivision frontage. Alley to have a 15-foot-wide gravel surfacing. Alley to meet alley construction standards set by City of Laurel Standards for Public Works Improvements, 2024. All approaches to the alley from other rights of way to meet the construction standards set by the Montana Public Works Standard Specifications,7th Edition. • Curb and gutter design: Curb and gutter is to be added to the pavement edge of East Railroad Street and South Washington Avenue that fronts the property in all locations where existing full curb and gutter is not already in place. B. Sidewalks Types of required sidewalk: Lot owners will be required to construct that segment of the required sidewalk that fronts their property at the time of lot development. Sidewalk is to meet construction standards outlined by City of Laurel Standards for Public Works Improvements, 2024. Location of required sidewalks: Sidewalk is to be placed adjacent to the back of curb in South Washington Avenue, except for the north 45 feet of frontage in South Washington Avenue, where sidewalk is to transition to a boulevard walk 3 with a 6.5 feet boulevard to bypass an existing fire hydrant and electrical utilities. Sidewalk is to be placed adjacent to a 5-foot-wide boulevard along the south side of East Railroad Street. Widths and surface: Sidewalks are to be 5 feet wide. Other required sidewalk improvements: Sidewalks shall be ADA compliant. Any detectable warning plates shall be cast iron truncated domes. C. Street Lighting • No Street Lighting is to be installed. D. Traffic Control Devices • No changes to existing traffic control devices are proposed. E. Access • Access locations are to be determined at the time of future lot development. • No restrictions are proposed to access. F. Bike or Pedestrian Trail Plans • No trails are proposed. G. Public Transit • No public transit services are proposed. IV. EMERGENCY SERVICE • Emergency access to be provided by the existing East Railroad Street and South Washington Avenue rights of way, and the proposed alley with widths and construction requirements described in section III of this agreement. • Urban Wildland Interface Code requirements do not apply to the property. V. STORM DRAINAGE All drainage improvements shall comply with the provisions of the Cityof Laurel Standards forPub/ic Works2024, and a storm water management plan 4 shall be submitted to and approved by the City of Laurel Public Works Department. • No existing stormwater detention facilities are on site. One six-inch storm sewer service shall be provided to each site from the existing 60- inch diameter existing storm drain main in East Railroad Street. • Upon development, each lot owner shall construct stormwater improvements in compliance with Part 8 of the City of Laurel Standards for Public Works, 2024. VI. UTILITIES The SIA does not constitute an approval for extension of, or connection to, water mains and sanitary sewers.The property owner shall make application for extension/connection of water mains and sanitary sewers to the Public Works Department.The extension/connection of/to water mains and sanitary sewers is subject to the approval of the applications and the conditions of approval. Applications shall be submitted for processing prior to the start of any construction and prior to review and approval of any project plans and specifications.The appropriate water and wastewater hookup fees in effect shall be submitted with the applications. Fees shall be paid for the lots as applied for in the extension application and as per the first paragraph above.The Developer/Owner acknowledges that the subdivision shall be subject to the applicable System Development Fees in effect at the time new water and/or sanitary sewer service connections are made.The design/installation of sanitary sewers and appurtenances, and water mains and appurtenances (fire hydrants, etc.) shall be in accordance with design standards, specifications, rules, regulations of and as approved by the City of Laurel Public Works Department, Fire Department, and the Montana Department of Environmental Quality. A. Water One new fire hydrant apparatus shall connect to the existing 8-inch water main in East Railroad Street. Four 4-inch diameter water services (one for each lot) are to connect to the existing 8-inch water main in East Railroad Street. A shutoff valve is to be constructed for each service where the service crosses the property line. All water improvements are to meet the City of Laurel Standards for Public Works Improvements, 2024. 5 B. Sanitary Sewer Approximately 380 linear feet of 8-inch diameter sanitary sewer main shall be constructed in the new alley. Four new 6-inch diameter sanitary sewer services will be constructed from the main stubbed to the property line, one to each lot. All sanitary sewer improvements are to meet the City of Laurel Standards for Public Works Improvements, 2024. C. Power,Telephone, Gas, and Cable Television • Existing overhead power is in place within the property boundary along the north and east property lines. • 8-foot-wide utility easements are provided along the north and east boundaries of the subdivision for existing and future utilities. VII. PARKS/OPEN SPACE • No Parkland Requirements per MCA 76-3-621 and City of Laurel Code of Ordinances 16.10.070: "park land dedication may not be required" when .,subdivision for parcels that are all nonresidential". • No park improvements to be constructed. • No park maintenance district to be formed. VIII. IRRIGATION • The development is in the Big Ditch irrigation district. • No irrigation ditches are located on or adjacent to the property, so no mitigation efforts are required to protect irrigation ditches. • There are no existing or proposed easements for irrigation ditches on the property. IX. SOILS/GEOTECHNICAL STUDY • A geotechnical study was completed for the site by Geoscience, PLLP on June 17, 2014. • Specific foundation construction details and pavement sections are recommended in the geotechnical study. • See the geotechnical study for details on recommended construction practices on site. 6 X. FINANCIAL GUARANTEES Except as otherwise provided, Subdivider shall install and construct said required improvements with cash or by utilizing the mechanics of a special improvement district or private contracts secured by letters of credit or a letter of commitment to lend funds from a commercial lender. All engineering and legal work in connection with such improvements shall be paid by the contracting parties pursuant to said special improvement district or private contract, and the improvements shall be installed as approved by the Public Works and Public Utilities Department. XI. LEGAL PROVISIONS A. Subdivider agrees to guarantee all public improvements for a period of one year from the date of final acceptance by the AGB. B. The owners of the properties involved in this proposed Subdivision by signature subscribed herein below agree, consent, and shall be bound by the provisions of this Agreement. C. The covenants, agreements, and all statements in this Agreement apply to and shall be binding on the heirs, personal representatives, successors and assigns of the respective parties. D. In the event it becomes necessary for either party to this Agreement to retain an attorney to enforce any of the terms or conditions of this Agreement or to give any notice required herein,then the prevailing party or the party giving notice shall be entitled to reasonable attorney fees and costs. E. Any amendments or modifications of this Agreement or any provisions herein shall be made in writing and executed in the same manner as this original document and shall after execution become a part of this Agreement. F. Subdivider shall comply with all applicable federal, state, and local statutes, ordinances, and administrative regulations during the performance and discharge of its obligations. Subdivider acknowledges and agrees that nothing contained herein shall relieve or exempt it from such compliance. IN WITNESS WHEREOF,the parties hereto have set their hands and official seals on the date first above written. 7 "SUBDIVIDER" Solberg Enterprises, L.L.C. By: Its: STATE OF MONTANA) : ss County of Yellowstone) On this day of, 2025, before me, a Notary Public in and for the State of Montana, personally appeared, Steve Solberg, officer of Solberg Enterprises, L.L.C., known to me to be the subdivider who executed the foregoing instrument and acknowledged to me that he/she executed the same. Notary Public in and for the State of Montana Printed Name: Residing at: My commission expires: This agreement is hereby approved and accepted by the City/County, this day of , 202 "CITY" CITY OF LAUREL, MONTANA By: Mayor Attest: City Clerk 8 WAIVER OF RIGHT TO PROTEST FOR VALUABLE CONSIDERATION,the undersigned, being the Subdivider and all of the owners of the hereinafter described real property, do hereby waive the right to protest the formation of one or more special improvement district(s) for street light maintenance and energy, and for the construction of streets, street widening, sidewalks, survey monuments, street name signs, curb and gutter, street lights, driveways, traffic signals, and traffic control devices, parks and park maintenance, trails, sanitary sewer lines, water lines, storm drains (either within or outside the area), and other improvements incident to the above which the City of Laurel or Yellowstone County may require. This Waiver and Agreement is independent from all other agreements and is supported by sufficient independent consideration to which the undersigned are parties and shall run with the land and shall be binding upon the undersigned,their successors and assigns, and the same shall be recorded in the office of the County Clerk and Recorder of Yellowstone County, Montana. The real property hereinabove mentioned is more particularly described as follows: Laurel Industrial Park Subdivision, 2°d Filing 9 Signed and dated this day of 202 Subdivider/Owner By: Its: Officer for Solberg Enterprises LLC. STATE OF MONTANA) ss County of Yellowstone) On this day of 2025, before me, a Notary Public in and for the State of Montana, personally appeared Steve Solberg, known to me to be Officer for Solber Enteraorises. L.C.C.,the person who executed the foregoing instrument and acknowledged to me that he/she executed the same. IN WITNESS WHEROF, I have hereunto set my hand and affixed my Notarial Seal the day and year hereinabove written. Notary Public in and for the State of Montana Printed name: Residing in My commission expires: _ 10 LAUREL INDUSTRIAL PARK SUBDIVISION, 2ND FILING Project #04028.12 -n m a I a r O O rn v z � v a z n a M Intelligent Infrastructure. Enduring Communities. sanbell � t0 t6 - •• � U @ Ul Ea O 16 C J m 2 O L L C a N 3 W n C m N 0 O m_ "- to i Q O O 2 3 i t6 J O In m C ill-2 0 «L C f0 m 3 E O a Q a� o � ° o � 3ra EraNiNm o �aEo g � - o o Q .. u m o o o f ¢ d ¢ LL° o o ¢ oo ,; -0 0 3 0 0 � i o o m a m Lo.a ui >,w a Y " Y o'c o w ` a)'2 c o a '-_, s o o v � c N - m m o a o -w c >` _,� J m O N t0 C C C O ri �. N O O O .L+ > m .J+ N > T f6 U _ E o o u O L 3 O N N cOi W _ m 1p a/.T. 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OQrQ a E�� E d W ral EO !EEN �E�to w0 .la rw t nmEc�nJo a Q 2 O w cn 2 r LL O LLJ 00 TI v r. • • f N • R H . --do- s t � l <T• W � - 5 t � •fir _ _ r L \l �'• _ - Al- t �rl - _ • • •sL.L O LU CD of LU Ir 10 OWN CD r 2 � ► a[ 1 � 1'!'fir r - • r O 'o • • f 01 wpY� , � �+ • � Go. CD CD LO too LU LLJ LL 1.16 jL Al • 9�.FEE 3 �► '1 N 7 ,� •,- . LAUREL INDUSTRIAL PARK SUBDIVISION, 2ND FILING Project #04028.12 G) m O q m D n M 2 Z m n Z ran O �o Intelligent Infrastructure. Enduring Communities. sanbell GEOSCIENCE, PLLP 2728 GREGORY DRIVE NORTH BILLINGS, MONTANA 59102 406.656.5028 WWW.GEOSCIENCEI NC.NET June 17, 2014 JKS, LLP Attn: Mr. Jim Haar 1201 Fourth Ave. N. Billings, MT 59101 RE: GEOTECHNICAL STUDY; PROPOSED COMMERCIAL DEVELOPMENT, LOTS 2,311, & 4 LAUREL INDUSTRIAL PARK SUBDIVISION, LAUREL, MT Dear Mr. Haar: We are pleased to present this geotechnical site investigation report for the proposed development on Lots 2, 313, and 4 of Laurel Industrial Park Subdivision in Laurel, Montana. The report describes site conditions and presents conclusions and recommendations to support design and construction of foundation elements. As building plans and design elevations are developed, we are available to discuss our recommendations and possible. If you have any questions about this report, or if we may provide other services, please contact us. Best Regards, �\ 0 T,A q''�'% GEOSCIENCE, PLLP =`* JGRDAN L GRGV7--R = 0. ''- is%,",fill 111100% orvAt�'` Greg S. Vick, PG Jordan L. Grover, PE Eric: Report D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.docx GEOTECHNICAL INVESTIGATION REPORT LOTS 2, 3B9 & 4 LAUREL INDUSTRIAL PARK SUBDIVISION LAUREL, MONTANA Prepared for: JKS, LLP 1201 Fourth Ave. N. Billings, MT 59101 Prepared by: GEOSCIENCE, PLLP GEOTECHNICAL ENGINEERING & GEOLOGY 2728 GREGORY DRIVE NORTH BILLINGS, MONTANA 59102 June 17, 2014 TABLE OF CONTENTS Page 1.0 SUMMARY.........................................................................................................................1 2.0 PROPOSED CONSTRUCTION.........................................................................................2 3.0 INVESTIGATION PROCEDURE......................................................................................3 3.1 Field Investigation ...................................................................................................3 4.0 SITE CONDITIONS............................................................................................................3 4.1 Soils and Material Testing.......................................................................................3 4.2 Bedrock....................................................................................................................4 4.3 Groundwater ............................................................................................................4 4.4 Earthquakes and Seismicity.....................................................................................4 5.0 ENGINEERING ANALYSES AND RECOMMENDATIONS .........................................5 5.1 Foundations..............................................................................................................5 5.2 Over-Excavation and Engineered Fill......................................................................6 5.3 Lateral Loads on Basement Walls ...........................................................................6 5.3.1 Soil Friction Factor......................................................................................7 5.4 Earthwork.................................................................................................................7 5.4.1 Site Clearing and Subgrade Preparation......................................................7 5.4.2 Excavation....................................................................................................7 5.4.3 Fill Materials................................................................................................8 5.4.4 Fill Placement and Compaction...................................................................8 5.5 Site Grading and Surface Water Control .................................................................9 5.6 Foundation Drains....................................................................................................9 5.7 Interior Slabs-On-Grade.........................................................................................10 5.8 Exterior Slabs-On-Grade .......................................................................................10 5.9 Other Considerations .............................................................................................10 5.10 Winter Construction...............................................................................................11 5.11 Construction Observations.....................................................................................11 6.0 PAVEMENT RECOMMENDATIONS............................................................................11 6.1.1 Roadway Site Clearing and Subgrade Preparation....................................12 6.1.2 Roadway Fill Materials..............................................................................13 6.1.3 Roadway Fill Placement and Compaction.................................................13 6.1.4 High Traffic Areas.....................................................................................14 6.1.5 Hot Mix Bituminous Asphalt.....................................................................14 7.0 LIMITATIONS..................................................................................................................14 8.0 REFERENCES ..................................................................................................................15 LIST OF TABLES Table1 Lateral Loads ..................................................................................................................... 7 Table 2 Granular Fill Recommendations........................................................................................ 8 Table 3 Flexible Pavement and Aggregate Design Options......................................................... 12 Table 4 Crushed Aggregate Base Specification............................................................................ 13 LIST OF APPENDICES Appendix A Figures Appendix B Borehole Logs Appendix C Laboratory Test Results 1.0 SUMMARY GEOSCIENCE conducted a geotechnical site investigation for the proposed commercial development on Lots 2, 3B, and 4 of Laurel Industrial Park Subdivision in Laurel, Montana (the site). The scope of services included subsurface exploration, field observations, material property testing, engineering analyses, and furnishing this geotechnical report. The purposes were to investigate soil, rock and groundwater conditions, evaluate soil-engineering properties, and provide recommendations to support design and construction of foundation elements. The site is underlain by fine-grained alluvial soils (clay with lesser silt and fine sand), coarse- grained sandy gravel with cobble at depths of about 7 to 11 feet, and then shale bedrock at depth. Groundwater was encountered at about 8 to 9 feet during drilling. The upper clay soils appear relatively low in density and of moderate to high plasticity indicating the potential for shrink/swell and subsequent differential movement under foundations and slabs-on-grade. Provided the structures are lightly loaded (2 klf or less for perimeter wall loads) and some differential movement is acceptable, foundation subgrade improvement consisting of over- excavation of 24 inches of native soil and placement of compacted structural fill may be used to help reduce the potential for differential movement. A woven fabric such as Propex 315ST or equivalent shall be placed at the native soil/structural fill interface. Other options of foundation support may be considered based on foundation loading, required performance, and economics. If the anticipated foundation loads are increased or the tolerance of movement becomes less, the deeper sandy gravel with cobble or shale bedrock may be targeted for bearing. An economical comparison may be considered to compare excavation/replacement costs versus supporting the structures within the sandy gravel with cobble for low to moderate loads and shale for higher loads. This office is available to discuss options. At grade flooring systems and slabs shall consider the potential for subgrade shrink/swell associated with moderately to highly plastic clay soils, such as encountered at the site. Slab design alternatives may include subgrade improvement by partial over-excavation and replacement, subgrade stabilization by cement or lime treatment, or designing floor systems as structural elements. Final surface grading and building elevations shall be planned to maintain positive drainage around the structures and to help prevent surface water infiltration near foundations and slabs. Surface runoff from adjacent properties, particularly from the west, shall be controlled and directed away from structures. 1 D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.dccx Infiltration basins, if required, shall be located as far as practical away from building foundations. We suggest targeting the deeper sandy gravel with cobble for infiltration. Site constraints may limit the location of detention basins. Site designers should use their discretion in siting detention basins, but shall accept the risk to slabs, pavement, or foundations caused by infiltration and saturation of subgrade soils. Control of water including landscape irrigation, rain gutter downspouts, buried water lines, and surface runoff is critical. Based on our experience, the following critical points regarding foundation construction and water management are emphasized. This report should be passed on to design professionals, building contractors, property managers, and future property owners so that they will be alerted to potential hazards discussed herein. • If soils in the foundation excavations become wet or frozen during construction, the wet or frozen material must be removed. • Excessive wetting during construction is a common cause of foundation distress. Excavated soils should be placed around the excavation to prevent storm runoff or other surface water from flowing into the excavation during construction. • Exterior backfills must be compacted and sloped to drain away from structures. Runoff should be discharged away from the proposed and adjacent structures. • Irrigation is strongly discouraged within 10 feet of the building. Over irrigation must be avoided. Underground irrigation systems should be pressure tested when installed and checked periodically for leaks. • Runoff discharge detention basins are not recommended adjacent to or upgradient from foundations. A minimum separation of 50 feet is suggested between detention basins and foundations. Site constraints may limit the location of detention basins. Site designers should use their discretion in siting detention basins, but shall accept the risk of settlement caused by infiltration and saturation of soils below foundations. • Buried rain gutter downspouts or buried extensions are not recommended unless the owner assures maintenance and performance of the buried pipes. • If site grading fill exceeds 3 feet in height, this office shall be notified to re-evaluate our recommendations. This report, including engineering analyses, recommendations, figures, and design details are exclusive to the above referenced site. Under no circumstances shall the figures be separated from the text and used independently. Recommendations in this report are not applicable to other construction sites. The above summary shall be considered an overview and does not constitute the entire report. 2.0 PROPOSED CONSTRUCTION Preliminary plans indicate light duty commercial units will be constructed. Anticipated foundation loads are considered unknown at this time, but are likely on the order of 2 klf for continuous perimeter wall loads and 15 kips for isolated column loads. No basement or 2 D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.docx habitable space below grade is planned. Paved parking areas are planned around the perimeter of the buildings. At the time of this report, excavation for foundations had not begun. 3.0 INVESTIGATION PROCEDURE 3.1 Field Investigation Fieldwork consisted of site reconnaissance and drilling and sampling ten geotechnical soil borings. Approximate borehole locations are shown on Figure 1 in Appendix A. Subsurface logs are attached in Appendix B. Soil type, thickness, consistency, and relative moisture content were observed and documented by an Engineering Geologist and Professional Engineer. Site conditions may be variable and actual soil conditions encountered in the foundation excavations may differ from those represented on the borehole logs. 4.0 SITE CONDITIONS Soil, bedrock, and groundwater conditions are described below. 4.1 Soils and Material Testing In general, the site is underlain by fine-grained alluvial soils (clay with lesser silt and fine sand), coarse-grained sandy gravel with coble at depths of about 7 to 11 feet, and then shale bedrock at depth. The fine-grained alluvium mostly consists of stratified deposits of lean to fat clay(CL, CH), with thin lenses of clayey to silty sand (SC, SM). The fine-grained soils are generally described as soft to medium stiff, brown, dry becoming moist or saturated, low to high plasticity, stratified, and moisture sensitive. Laboratory testing indicates Liquid Limits range from 37 to 46, Plastic Index of 21 to 31, with 90 to 100% passing the No. 200 sieve. Consolidation testing indicates the fine-grained soils are compressible under the anticipated foundation loads with moderate swell potential under lightly loaded footings and floor slabs. Laboratory test results are included in Appendix C. Coarse-grained alluvium underlies the site at depths of about 7 to 11 feet below the ground surface. The coarse-grained alluvium consists of stratified deposits of poorly graded gravel and cobble with sand, classifying as GP under the USCS. The sandy gravel is generally gray, wet, medium dense to dense, and stratified. 3 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx 4.2 Bedrock Based on published geologic maps by Lopez, 2002, and Ross et al, 1965 the project site is underlain by bedrock of the Niobrara Shale formation. The shale is generally described as gray to dark gray, dry to slightly moist, weak, thinly bedded to laminated, and slightly to moderately weathered. 4.3 Groundwater Groundwater was observed at depths of about 8 to 9 feet during the field investigation. Soil moisture conditions and groundwater levels, however, likely vary seasonally. Local flood irrigation and irrigation ditches near the site likely significantly influences groundwater levels. Temporary piezometers were installed and may be monitored as time allows. Soil moisture conditions will likely fluctuate in response to seasonal precipitation, runoff, snowmelt, and irrigation. Additionally, concrete slab construction blocks air/soil moisture transfer in and climates and subsequently increases soil moisture. Controlling moisture change of soils below structures is considered by some to be the most critical factor affecting foundation performance in the area. Seasonal groundwater level variation has not been established by this office through long-term monitoring. Consequently, the client and owner should use caution when planning final elevations. Habitable space below grade is not recommended. 4.4 Earthquakes and Seismicity The City of Laurel and vicinity are in an area of low seismic activity. Site ground accelerations from seismic activity were obtained from the U.S. Geological Survey 2008 data for probabilistic ground motions with a uniform likelihood of exceedance of 2% in 50 years. The ground motion values, in percent of gravity, for a"firm rock" site are: Peak Ground Acceleration (PGA) 5.5%g 0.2 Second Period Spectral Acceleration (Ss) 12%g 1.0 Second Period Spectral Acceleration (Si) 4.5%g Site ground motion accelerations and a design response spectrum were derived in accordance with the general procedure defined in the 2009 International Building Code (IBC) and ASCE 7 — Minimum Design Loads for Buildings and Other Structures. The provisions of the building codes are intended to provide uniform levels of performance for structures, depending on their occupancy and use and the risk inherent to their failure. 4 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx The approach adopted in the building codes is intended to provide a uniform margin of safety against collapse at the design ground motion. The design earthquake ground motion is selected at a ground shaking level that is 2/3 of the maximum considered earthquake (MCE) ground motion. The MCE ground motion is defined with a uniform likelihood of exceedance of 2 percent in 50 years (a return period of about 2,500 years). The Site Ground Motion parameters are presented below and the Design Seismic Response Spectrum is shown on Figure 2 in Appendix A. Earthquake Loads — Site Ground Motion and Design Response Spectrum 2009 International Building Code (IBC) Section 1613/ASCE 7 Section 9.0. Mapped Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters, Site Class B: 0.2-Sec Period (Ss) = 0.143 1-Sec Period (Si) =0.055 Site Class Definition for Project: D— Stiff Soil—Site Class Definition Site Coefficients and Adjusted MCE Spectral Response Acceleration Parameters: Sl\-ms =0.228 (Fa = 1.6) Stv>i =0.132 (Fv =2.4) Design Spectral Response Acceleration Parameters: SDs = 0.152 (Site Class D) SD1 =0.088 (Site Class D) 5.0 ENGINEERING ANALYSES AND RECOMMENDATIONS 5.1 Foundations Provided the structures are lightly loaded (2 klf or less for perimeter wall loads) and some differential movement is acceptable, foundation subgrade improvement consisting of over- excavation of 24 inches of native soil and placement of compacted structural fill may be used to help reduce the potential for differential movement. A woven fabric such as Propex 315ST or equivalent shall be placed at the native soil/structural fill interface. Other options of foundation support may be considered based on foundation loading, required performance, and economics. If the anticipated foundation loads are increased or the tolerance of movement becomes less, the deeper sandy gravel with cobble or shale bedrock may be targeted for bearing. An economical comparison may be considered to compare excavation/replacement costs versus supporting the structures within the sandy gravel with cobble for low to moderate loads and shale for higher loads. This office is available to discuss options. 5 D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.docx At grade flooring systems and slabs shall consider the potential for subgrade shrink/swell associated with moderately to highly plastic clay soils, such as encountered at the site. Slab design alternatives may include subgrade improvement by partial over-excavation and replacement, subgrade stabilization by cement or lime treatment, or designing floor systems as structural elements. Final surface grading and building elevations shall be planned to maintain positive drainage around the structures and to help prevent surface water infiltration near foundations and slabs. Surface runoff from adjacent properties, particularly from the west, shall be controlled and directed away from structures. Over the life of the structure, minor cracks in the foundation walls, floors, and sheetrock are normal and should not be a cause for concern. Foundation footings should be placed at or below the frost depth recommended by local codes (typically 42 inches). Also, wet or frozen material should be removed from beneath the footings and floor slabs prior to pouring concrete. This office should observe the excavations and exposed subgrade prior to placement of footings or structural fill to verify our assumptions. 5.2 Over-Excavation and Engineered Fill Shallow foundation loads up to 2,000 psf may be supported by over-excavating the in-place, native clay soil to a depth of 24-inches and then placing compacted granular structural fill back up to footing elevations. Engineered fill may consist of compacted imported granular material, typically 1 t/z-inch minus road-mix material. Structural fill shall be placed in lifts and compacted to foundation elevation. Suitable structural fill materials shall follow the recommendations in the Earthwork/Fill Materials Section of this report. Construction observation and field density testing are required to verify fill placement and compaction. Site preparation and placement and compaction of structural fill should conform to the recommendations in the Earthwork/Compaction Section of this report. 5.3 Lateral Loads on Basement Walls Lateral pressures were calculated for active, passive, and at-rest conditions assuming level soil backfill adjacent to the foundation (Bowles, 1996). 6 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx Table 1 Lateral Loads yK(equivalent fluid pressure) Static Condition At Rest-52 pcf Level Backfill Active -40 pcf Passive -275 pcf 5.3.1 Soil Friction Factor Terzaghi, et al (1996), suggest a maximum value of 30 degrees for the friction angle along a concrete base in granular soils. Accordingly, a friction value of 0.58, which is the tangent of 30 degrees, is suggested. A friction factor of 0.50 is suggested to calculate soil friction for design of retaining walls in contact with any fine-grained soils in the subgrade. The friction value may be combined with the passive pressure to resist horizontal loads. 5.4 Earthwork 5.4.1 Site Clearing and Subgrade Preparation All sod, topsoil, and loose debris shall be removed from the entire building footprint as well as the planned paved parking area. All exposed subgrade surfaces should be free of mounds and depressions which could prevent uniform compaction. If unexpected fills, organics, or obstructions are encountered during site clearing or excavation, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. Subgrade surfaces beneath building foundations shall be scarified, moisture-conditioned to near optimum moisture content, and recompacted to at least 98% of maximum dry density as measured by ASTM D 698. If density tests indicate compaction is not being achieved, soil should be scarified or removed, moisture-conditioned to within±2 percent of optimum moisture content, and re-compacted and re-tested. A minimum 5 ton roller is required for preparation of subgrade surfaces. Field density testing is required. Fill, footings or slabs should not be placed on frozen or wet subgrade. Organics should be removed and replaced with structural fill. All excavations shall be inspected prior to fill or concrete placement. This office is available to inspect excavations. Adequate notice is appreciated. 5.4.2 Excavation Based on the soil conditions encountered, conventional earthmoving equipment should be capable of excavating site soils. All excavations should be approved by a representative of GEOSCIENCE prior to backfill placement. 7 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Paris GT Rpt.docx All excavations must conform to OSHA Standards for Excavations, 29 CFR Part 1926.652 Appendix B to Subpart P. Based on field observations, the soils at the site are classified as Type C using OSHA classification system. Type C soils require excavation slope angles not to exceed 1'/2 H: 1 V (horizontal to vertical) for excavations exceeding 5 feet in depth. 5.4.3 Fill Materials Structural fill from an offsite source should conform to the following requirements or be approved by the project Geotechnical Engineer. Generally, 1 '/z-inch minus, crushed aggregate base meets the following specification. Table 2 Granular Fill Recommendations Gradation Percent finer by weight 3-inch 100 No.4 Sieve 40-80 No. 200 Sieve I 15 Maximum Liquid Limit and Plastic Index=Non-plastic 5.4.4 Fill Placement and Compaction Structural fill placed beneath building foundations and floor slabs should be placed in maximum 9-inch loose lifts, moisture-conditioned to near optimum moisture content, and compacted to at least 98% of maximum dry density as measured by ASTM D 698. If density tests taken in the fill indicate compaction is not being achieved, fill should be scarified or removed, moisture- conditioned to within ±2 percent of optimum moisture content, and re-compacted and re-tested. No fill should be placed over frozen ground or in a frozen condition. Field density testing is required for structural fill. Structural fill density testing is required at half of the structural fill height and at finished structural fill elevation. Exterior foundation backfill and backfill below concrete slabs, driveways, sidewalks, and all other paving shall be compacted to a minimum 95% of maximum dry density as measured by ASTM D 698. It is important to keep all fills free of construction debris, organics, frozen lumps, and other deleterious materials. Fills should be observed during placement. Additionally, exterior backfill should be over-constructed to maintain required grading if minor settlement/consolidation of the fill occurs. Care should be taken adjacent to "green" foundation concrete. Over compaction adjacent to "green" concrete may lead to foundation damage and cracking. Under no circumstances shall fill be placed using "hydro'-compaction methods. Excessive water may damage foundation elements. 8 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx 5.5 Site Grading and Surface Water Control Surface water should not be allowed to accumulate and infiltrate the soil near foundations. It must be controlled and directed away from the structures. Final surface grading and building elevations shall be planned to maintain positive drainage around the structure and to help prevent surface water infiltration near foundations and slabs. Site grading is critical. A simple means of reducing moisture changes is to prevent surface water infiltration by sloping the ground away from the foundation. The recommended minimum slope within 10 feet of the building is 1 inch vertical for 1 foot horizontal. The sloped ground should be initially constructed at a greater slope to account for settlement/consolidation of exterior backfill. Within ten feet of the foundation, the upper 12 to 18 inches of backfill should consist of less permeable, compacted fine-grained soil (silts and clays). The area around the foundation should be inspected regularly by the property owner— particularly after a rainstorm — to determine if proper drainage away from the structure has been maintained. Changes in site grading by landscapers or property owners have been a persistent and damaging problem. It is the property owner's responsibility to control water and maintain the site to prevent infiltration near foundations. Additionally, it is the property owner's responsibility to maintain rain gutter downspouts and buried sprinklers system conduits. Roof drainage should include gutters, downspouts, extensions, and splash blocks. The downspouts should discharge at least 6 feet away from foundation walls and beyond any backfill zones. Sprinklers should not spray closer than 10 feet from foundations and beyond backfill zones. Plantings near foundations should not trap surface runoff. Additionally, sidewalks or low-water consumption groundcover are recommended to further reduce the risk of water infiltration near the foundation walls. Buried rain gutter discharge pipes are not recommended because of persistent, often undetected, seepage problems caused by clogging, crushing, and adverse grading of the pipes. Similarly, infiltration basins are not recommended adjacent to or upgradient of the structure or adjacent structures. If detention is required by statute, infiltration basins should be located down gradient and at least 50 feet from foundations. Site constraints may limit the location of detention basins. Site designers should use their discretion in siting detention basins, but shall accept the risk of settlement caused by infiltration and saturation of soils below foundations. 5.6 Foundation Drains Habitable space below grade is not planned; as such, footing drains are not required by code. 9 D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.docx 5.7 Interior Slabs-On-Grade A structural engineer should design interior slabs based on anticipated long-term and construction phase loading. Cracking and movement of slabs-on-grade is difficult to control and should be expected to occur with time. Cracking and movement may be the result of many factors such as concrete shrinkage and daily and seasonal variability in temperature and moisture and not necessarily the result of soil activity. At grade flooring systems and slabs shall consider the potential for subgrade shrink/swell associated with moderately to highly plastic clay soils such as encountered at the site. Slab design alternatives may include subgrade improvement by partial over-excavation and replacement with granular fill, subgrade stabilization by cement or lime treatment, or designing the floor system as structural elements. If floor coverings or coatings less permeable than the concrete slab will be used, or if moisture is a concern, we recommend a vapor retarder be placed beneath the slab. Some coverings, coatings or situations may require a vapor barrier, i.e., a membrane with a permeance less than 0.3 perms. Flooring installation should be consistent with the flooring manufacturer's recommendations for subsoil and slab construction and moisture testing prior to installation. A durable membrane such as Stego Wrap (Stego Industries, LLC) may be used. Such products should be installed according to the manufactures recommendations. Installation of a vapor barrier/retarder may increase the tendency for slab curling. 5.8 Exterior Slabs-On-Grade Exterior concrete flatwork often moves in response to changes in temperature and soil moisture, or freeze/thaw cycles. Over-excavation and replacement of 12 inches of subgrade soil with granular fill may reduce the tendency of the slabs to move. Granular materials placed below slabs should be graded to drain. Steel reinforcement requirements shall be designed by the structural engineer based on anticipated long-term and construction phase loading as well as subgrade variability and curling tolerances. Exterior columns should not bear on exterior slabs or un-compacted fill to help reduce slab movement being transferred to the structure. 5.9 Other Considerations Footings, slabs, and foundation and retaining walls should be reinforced to resist differential movement. A structural engineer should specify reinforcement. Water, sewer, and sprinkler lines should be pressure tested before backfilling and periodically after installation. 10 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx Type II Portland Cement with maximum water to cement ratio of 0.45 is recommended for all project concrete. All foundations and wall concrete should be designed and reinforced according the recommendations of the project Structural Engineer. 5.10 Winter Construction Subgrade soils and fill should be protected against frost. No concrete or structural fill shall be placed against frozen ground or contain froze materials such as snow or ice. It is the contactor's responsibility to take adequate precautions to prevent damage from frost heave or frozen subgrade. Insulating or warming blankets are recommended to protect subgrade soils when temperatures are near or below freezing. 5.11 Construction Observations A representative of this office should observe the foundation excavation and placement and compaction of structural fill recommended in this report. Recommendations in this report are contingent upon our involvement. If any unexpected soils or conditions are revealed during construction, this office should be notified immediately to survey the conditions and make necessary modifications. 6.0 PAVEMENT RECOMMENDATIONS Design criteria are based on test hole observations and field classification of soil types. Design methodologies are consistent with methods suggested in Chapter 4 Low-Volume Road Design of the AASHTO Guide for Design of Pavement Structures, (1993). No traffic level data is available. Traffic levels are assumed to be low as inferred from the type and size of commercial buildings (assisted living facility) and city streets. In general, subgrade soils encountered at the site include silty sand, sandy silt, sandy clay soils. Sod and uncontrolled fill encountered in the boreholes appears to be on the order of 0.5 to 1.5 feet thick. Fill thicknesses may vary across the site. These soils are generally considered to be poor subgrade materials. California Bearing Ratio (CBR) values are estimated to be on the order of about 2 to 3. This value is considered to be poor strength for pavement subgrade. The pavement section was developed based on the following design assumptions and our experience with similar projects and soil conditions. Projections for 18-kip equivalent single axle loads (ESAL) were not provided by the client. If the proposed project, traffic loading or design parameters differ from that assumed, this office shall be notified to re-evaluate our recommendations. 11 D:\Geoscience\Projects\Haar\L23B4 1311 Laurel Ind Park GT Rpt.docx US Climate Region—VI Reliability— 75 % Traffic Level—Low Performance Period—20 years Subgrade Quality—Poor (Estimated CBR= 3) Pavement sections are based on an estimated structural number of 2.9. Recommended pavement section is presented in the following table: Table 3 Flexible Pavement and Aggregate Design Options Road Surface Asphalt Concrete Aggregate Base Total Section Thickness (inches) Course (inches) Thickness (inches) Low Volume Flexible Pavement 3 12 15 6.1.1 Roadway Site Clearing and Subgrade Preparation Site preparation should consist of stripping the existing asphalt, concrete, vegetation, loose surficial materials, and debris from the proposed parking areas. All exposed subgrade surfaces should be free of mounds and depressions which could prevent uniform compaction. If man- placed fills or obstructions are encountered during site clearing or grading, such features should be removed and the excavation thoroughly cleaned prior to placement fill. All exposed soils that will receive crushed aggregate base materials should be scarified to a minimum depth of 9 inches, conditioned to near optimum moisture content, and re-compacted to at least 95% of maximum dry density, as determined by ASTM D 698. Recompacted subgrade surfaces shall then be proof-rolled with a loaded tandem-axle haul truck. A representative of this office shall observe and approve proof-rolling. Areas that are observed to show excessive rutting, pumping, or are otherwise considered unstable during proof-rolling shall be excavated to a depth determined in the field and replaced with compacted gravel. Exceedingly soft or failed areas of subgrade may require placement of a geogrid or woven geotextile in addition to the clean compacted gravel to stabilize the subgrade. Crushed aggregate base may then be placed on the approved subgrade surface. 12 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx Subgrade and crushed aggregate base should be graded to drain. Saturation of base materials will substantially reduce the pavement life expectancy. Additionally, a collection system with proper grading should be incorporated into roadway design to collect and convey surface water and prevent accumulation and ponding. 6.1.2 Roadway Fill Materials Untreated crushed aggregate base should conform to the following grading requirements or be approved by the project Geotechnical Engineer: Table 4 Crushed Aggregate Base Specification Sieve Size (inch) Percent finer by weight 1-1/2 95-100 3/4 70-89 3/8 50-70 No. 4 35-58 No. 40 9-30 No. 200 0-8 Liquid Limit/Plasticity Non-Plastic Index The crushed aggregate base course material should not contain more than 30% recycled asphalt pavement (RAP). 6.1.3 Roadway Fill Placement and Compaction Fill material should be moisture-conditioned to near optimum moisture content and compacted to at least 95% of maximum dry density, as measured by ASTM D 698. If density tests taken in the fill indicate compaction is not being achieved, fill should be scarified or removed, moisture- conditioned to within ±2 percent of optimum moisture content, and re-compacted and re-tested. No fill should be placed over frozen ground. Additional work such as over-excavation and replacement with compacted gravel or placement of geogrid/geotextile resulting from poor construction practices, failure to control surface water, or excessive or repeated use of heavy construction equipment are not the responsibility of Owner/Client or GEOSCIENCE. Haul routes and heavy vehicle traffic shall be spread out across the site to help prevent "failed" subgrade areas. It is the contractor's responsibility to maintain site drainage during construction. 13 D:\Geoscience\Projects\Haar\L23B4 B1 Laurel Ind Park GT Rpt.docx 6.1.4 High Traffic Areas In areas subject to heavy repetitive vehicle loading, such as loading/delivery docks, approaches, or dumpster loading sites, a Portland Cement Concrete (PCC) pavement is recommended. The section should consist of a minimum of 6-inches of crushed base and a 6-inch thick PCC pavement. Portland cement concrete mix design and material specifications should be in accordance with, or equivalent to, requirements of the AASHTO Guide Specifications for Highway Construction and the Standard Specifications for Transportation Materials. 6.1.5 Hot Mix Bituminous Asphalt Asphalt concrete should conform to approved mix designs and meet MPW and the City of Billings Modifications for placement and compaction. 7.0 LIMITATIONS The conclusions and recommendations presented in this report assume that site conditions are not substantially different than those exposed by the test holes. If subsurface conditions different from those encountered in the test holes are observed or appear to be present during construction, GEOSCIENCE, PLLP should be advised so that we can review those conditions and reconsider our recommendations where necessary. In addition, we should review any foundation plans for the project to determine if the recommendations presented have been followed. If there is a substantial lapse of time between submission of this report and the start of work at the site (two years from the date of issuance) and/or conditions have changed due to natural causes or construction operations at or near the site, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations. This report was prepared for use by the client and their representatives. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions. This report should be passed on to design professionals, contractors, and future property owners to alert them to the risks associated with water and other hazards. It is customary for the consultant that provides design recommendations to be retained to provide observation and related services during construction. If GEOSCIENCE, PUP is not retained to provide continuing services, you agree to hold harmless from all claims, loses, and expenses arising out of any interpretation, clarifications, substitutions, or modifications of our work provided to you or others. If GEOSCIENCE, PUP is retained to provide observations and related services during construction, our services will not in any way have any right to control the work, stop the job, supervise or coordinate subcontractors, direct the contractor's means, methods, techniques, sequences or procedures of construction, and safety precautions and programs. 14 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx This report has been prepared for the exclusive use of our client, as referenced in the cover letter and cover page of this report. All information contained in this report as well as any future written documents, that may address comments or questions regarding this report, constitute the "entire report". GEOSCIENCE, PLLP's opinions, conclusions, and recommendations are based on the entire report. This report may be insufficient for other applications or other clients, other than those described herein. The entire report shall not be transferred to other clients or used for other purposes without the written consent and permission of GEOSCIENCE,PLLP. Long term monitoring of groundwater levels was not included as part of this scope of services. Groundwater levels may change due to seasonal precipitation, irrigations, changes in land use and other factors. Evaluation of these influences or prediction of future groundwater levels is outside of this scope of services. These services have been performed in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar conditions. No warranty is made or implied. This report, including engineering analyses, recommendations, figures, and design details are exclusive to the above referenced site. Under no circumstances shall the figures be separated from the text and used independently. Recommendations in this report are not applicable to other construction sites. 8.0 REFERENCES Bowles, J.E., 1996, Foundation Analysis and Design, 5th Ed.: McGraw-Hill. Lopez, D. A., 2002, Geologic Map of the Billings Area, Yellowstone County Montana; Montana Bureau of Mines and Geology, Geologic Map Series No. 61-A. Terzaghi, K., Peck, R.B., and Mesri, G., 1996, Soil Mechanics in Engineering Practice, 3rd Edition, John Wiley and Sons, Inc. 15 D:\Geoscience\Projects\Haar\L23B4 131 Laurel Ind Park GT Rpt.docx APPENDIX A Figures PYSTI ! '*�•• • 3 F'PRO ATE OPCRTY LOCATI - NO SURVEYED A n t M'. 1 + 1 I � I C E w `(In Fart) 1 OI) ti f 1?ROXll[ATE INDICATES APPROXIMATE BOREHOLE LOCATION ADVANCED BY GEOSCIENCE 5-22-2014 Geotechnical Investigation Report FIGURE Proposed Commercial Development SITE AND BOREHOLE Lots 2, 3B & 4, Blk 1, Laurel Industrial LOCATION MAP 1 Park Sub., Laurel, Montana UPDATE TIME: GEOSCIENCE, PLLP 0 \0 \0 \gsv \BIL\052814\E:\geoscience\project\harr\L23B4 81 Laurel Site Map.dwg N w N W r U r Q w W H r � W � W � r � W � O O Wz 01 W � O Q r +� r VA L) E is T t co C CP cm w° v' U U U i ED U V.� V] b as O o rn O , ® O .-a 13 L'] 1 V7 �i 7 N G�1 rl N r — — ® ® 0 0 0 o a o 0 0 o v o o a d ci © o o d a a o a �) e UPDATE 11ME: GEOSCIENCE,PLLP APPENDIX B Borehole Logs BOREHOLE LOG . ..------ --_ ..-•--•-- •----.. . __---- ----_....._. . ---- - --- - - ----- --......------ CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Northwest Portion Lot 1 ELEVATION: nm DRILLER: illa LOGGED BY: gsv LOG NO. B'� DRILLING METHOD: Geoscience Simco-Hollow Stem Augers File:Laurel lnd Park l DEPTH TO-WATER>INITIAL: V 8.5 AFTER 24 HOURS: CAVING> f- (o y TEST RESULTS `m C Test Results Monitor Well CL a� o > Description a Installation C E Plastic Limit � Liquid w " ~ o a) U) Water Content- • Details F0 U- Penetration- -0 10 _20 30 _ 40 50 CLAY(CL,CH);brown,slightly moist,stiff,medium plasticity,massive[Fine-Grained Alluvium] .. .." " —2 CLAY(CL,CH);brown,slightly moist to moist,very •...... •• ••••••.••••••.•.••••.•••••• stiff,medium to high plasticity,massive[Fine-Grained 12 ........................................ Alluvium] —4 .... push ' CLAY(CL,CH);brown,slightly moist to moist,stiff, medium to high plasticity,massive[Fine-Grained •••......••• ••••••.••••••.••••• •••• Alluvium] ~ � — 6 4 .... .... .... .... 5 .... .... .... .... .... -. Sandy Lean CLAY(CL);brown,moist to very moist, 8 stiff,low plasticity,stratified with thin sand layers [Fine-Grained Alluvium] Poorly Graded SAND(SP);brown,wet,very loose, "" "' ""' "" "" stratified[Fine-Grained Alluvium] —10 1 21 10.5 g Sandy GRAVEL with Cobble(GP);poorly graded, rr'�: 12 .... .... :. :. •. brownish gray,wet,medium dense to dense,stratified, rounded gravel and cobble to 6-inch diameter[Coarse- Grained Alluvium] : —12 2- ............. .... ............. Bottom of Boring —14 Stratigraphy Based On Field Observations And Geologic Mapping r Cl1Cf^tCAI/-`C BOREHOLE LOG DATE: 5/22/2014 - ------ -- ----- -.-.--•-- .-----. . __-•-- ------...--. . .. _ _ _ . _.._. __......_.---• CLIENT: Harr/Solberg LOCATION: Southwest Portion Lot 4 ELEVATION: nm DRILLER: ilg LOGGED BY: gsv LOG NO. B-2 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers File:Laurel Ind DEPTH TO-WATER>INITIAL: s 8 AFTER 24 HOURS: CAVING> -L io a N TEST RESULTS L m Test Results Monitor Well o a a Z a Installation a� > T Description � >, E Plastic Limit Liquid Limit v a) ~ o 2 tM Water Content- • Details w 00 Penetration- 10 20 30 40 50 CLAY(CL,CH);brown,moist,soft,medium plasticity massive[Fine-Grained Alluvium] 2 Sandy CLAY(CL);brown,moist,soft,low to medium .•. 2 plasticity,massive[Fine-Grained Alluvium] 2 ,••• ,.,, ...... — 4 .... .... 5. push ,... Sandy CLAY(CL);brown,moist,soft to medium stiff, """ "' low to medium plasticity, massive, [Fine-Grained ••• Alluvium] .' 26 2 .... 8 8. Organic SILT(OL);very dark brown to black,very - ..................................... moist to wet,soft[Fine-Grained Alluvium] "" Poorly Graded SAND(SP);brown,wet,loose, stratified[Fine-Grained Alluvium] •.•. •••• .•• 10 5 2 ............ ............. Sandy GRAVEL with Cobble(GP);poorly graded, *'i 11 .... .... ...... brownish gray,wet,medium dense to dense,stratified, ..i.�ti:: ;,,,••,;,•,,,, ,,,,,,;,,,,, •' rounded gravel and cobble to 6-inch diameter[Coarse- N'i Grained Alluvium] 12 2. Bottom of Boring .. ...................................... . 14 Stratigraphy Based On Field Observations And Geologic Mapping r_r��r►irw�w BOREHOLE LOG � ------ -- --._ ..-•----- -- -- ----._. ---.. _ . .._ - -- - - ----. __......_._._. CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Northeast Portion Lot 3B ELEVATION: nm DRILLER: ilg LOGGED BY: gsv LOG NO. B-3 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers FiIc:Laurel Ind Park Logs DEPTH TO-WATER>INITIAL: 9 AFTER 24 HOURS: CAVING> I- :3 TEST RESULTS m `� Test Results a� Monitor Well ri a) m > m Description 1° �� m Z Plastic Limit q Installation Liquid Limit v w o a) in Water Content- • Details 00 Penetration- 10 20 30 40 50 —0 CLAY(CL,CH);brown,slightly moist,stiff,medium to high plasticity,massive[Fine-Grained Alluvium] '•.." •''''•'.'•''' —2 CLAY(CL,CH);brown,slightly moist,very stiff, 7 •...••••:••••••:•••••• ••" medium to high plasticity, massive[Fine-Grained 8 Alluvium] ......................................... 4 5.0 push CLAY(CL,CH);brown,slightly moist to moist,stiff, """"" """'"'" """ medium to high plasticity,massive,[Fine-Grained ......:.................................. Alluvium] 6 .... .... .... .... .... 31 6 ............. 6 .... .... .... .... Poorly Graded SAND(SP);brown,wet,very loose, "' ••.• •••• •••• ••• stratified[Fine-Grained Alluvium] 9. :. Sandy GRAVEL with Cobble(GP);poorly graded, + �' ............................... ... brownish gray,wet,medium dense to dense,stratified, 10 rounded gravel and cobble to 6-inch diameter[Coarse- . :+: 92 Grained Alluvium] aiR 15 13 ............. 12 12.0 ...... .... Bottom of Boring : = : : 14 .... .... .... ............. Stratigraphy Based On Field Observations And Geologic Mapping �r�c�rrwr�r BOREHOLE LOG ' ------ -- ---- .._.--•-- • ------ ---._. ..._......._. - - -- ------ - ----- __......---._. CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Northeast Portion Lot 4 _ ELEVATION: nm DRILLER: ilg LOGGED BY: gsv LOG NO. B-4 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers Pile:Laurel Ind Park Logs DEPTH TO-WATER>INITIAL: 9 AFTER 24 HOURS: CAVING> I- TEST RESULTS m Test Results > Monitor Well a 6 a� o a Q_ z n Installation > 2 Description 0 E Plastic Limit �� Liquid Limit ❑ w 3 m Details o m rn Water Content- • M U_ Penetration- �® —U 10 20 30 40 50 CLAY(CL,CH);brown,slightly moist,stiff,medium to high plasticity,massive[Fine-Grained Alluvium] -2 ... .... .... .... .... :'. ... �..... ............. -4 .... ............. ... .r..... .... .... .... 5.0 41 l CLAY(CL,CH);brown,slightly moist to moist,stiff, 7 I. medium to high plasticity,massive,[Fine-Grained 7 1.....•• ...... •••••• •••• Alluvium] j; ,,,_ B ............. .... 8.5 Poorly Graded SAND(SP);brown,wet,very loose, ••• ••• ••• ••• stratified[Fine-Grained Alluvium] 9.5 i s ... .... .... .... .... Sandy GRAVEL with Cobble(GP);poorly graded, +.►'�� ...........:...... — to brownish gray,wet,medium dense to dense,stratified, :.; 113 rounded gravel and cobble to 6-inch diameter[Coarse- .�. 16 " ''""' ""' ""'"""•"""'.. Grained Alluvium] 7 ' .... .... .... . ,►.� ................... .... .... .... .f — 12 2. Bottom of Boring ... -14 Stratigraphy Based On Field Observations And Geologic Mapping �rr+cr��rw��r BOREHOLE LOG ---- -- --- -•-.-.-- •------ . ___._. -..__....._. . _... _. - - - - ------------- CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Southeast Portion Lot 4 ELEVATION: _ nm DRILLER: jig LOGGED BY: >� LOG NO. B-5 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers I Laurel ind Park Logs DEPTH TO-WATER>INITIAL: 9 AFTER 24 HOURS: t CAVING> I TEST RESULTS L o _ ti >ca Test Results Monitor Well a a� m 60 a a Z -a Installation o m >� v Description U) gT 3 E Plastic Limit i Liquid Limit tt' w o _m co Water Content- • Details m U_ Penetration- ® — 10 20 30 40 50 — CLAY(CL,CH);brown,slightly moist,stiff,medium to high plasticity,massive[Fine-Grained Alluvium] -2 .... .... .... -4 -5.0 3 8 CLAY(CL,CH);brown,moist,medium stiff to stiff, medium to high plasticity,massive[Fine-Grained 4 ' Alluvium] - 6 - 8 ........... .... 8.5 Poorly Graded SAND(SP);brown,wet,loose, ""'' ... .•• •.• •.. stratified[Fine-Grained Alluvium] " ' .,,, ...... ,•, — 10 42 ............. .... 10. 9 Sandy GRAVEL with Cobble(GP);poorly graded, : 15 •.. .... .... .... brownish gray,wet,medium dense to dense,stratified, ..46o rounded gravel and cobble to 6-inch diameter[Coarse- . .9. '1 Grained Alluvium] — 12 12.V .... .... .... Bottom of Boring - 14 Stratigraphy Based On Field Observations And Geologic Mapping r_rr�c��rw��r BORE HOLE LOG - --- -.-•--.-- • ------ - --_._. ...-------- . ._ _ - - ---- --- -----•- _. CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Northwest Portion Lot 4 _ ELEVATION: nm DRILLER: ilg LOGGED BY: gsv LOG NO. B�s DRILLING METHOD: Geoscience Simco-Hollow Stem Aueers File:Laurel Ind Park Logs DEPTH TO-WATER>INITIAL: 8 AFTER 24 HOURS: CAVING> f- (02 TEST RESULTS L o a5 CoTest Results Monitor Well n a� m a� o a 0 Z a Installation a� > m Description � > U) In E Plastic Limit Liquid Limit w ~ o a) En Water Content- • Details m U_ Penetration- — 10 20 30 40 50 0 CLAY(CL,CH);brown,slightly moist,stiff,medium ~ to high plasticity,massive[Fine-Grained Alluvium] -2 ... .... .... .... .... :I. ... :I..... .... .... .... .......... ..... .... .... .... - 4 i..... ............. .... .... .... .....E .... .... .... .... 5.0 3 F.......:... CLAY(CL,CH);brown,moist,stiff,medium to high 4 r. � � • plasticity,massive,[Fine-Grained Alluvium] 4 •••••••• — 6 �..... 7.5 4 ................... .... .... .... Sandy GRAVEL with Cobble(GP)-poorly graded, +:}� — 9 - " brownish gray,moist becoming we;,medium dense to •'�+r*' "" "" """""" . ""' dense,stratified,rounded gravel and cobble to 6-inch :.• diameter[Coarse-Grained Alluvium] `,.. i� . — 10 ,�:�: 83 :......:...... : rat. 17 ��►: 15 } .... .... - 12 2. .... .... .... .... Bottom of Boring - 14 Stratigraphy Based On Field Observations And Geologic Mapping �_r�cr►�rw�r+r -------------- BOREHOLE LOG CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Southwest Portion Lot 3B ELEVATION: nrn DRILLER: ilg LOGGED BY: gsv LOG NO. B-7 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers_ File:Laurel lnd Park Logs DEPTH TO-WATER>INITIAL: 8.5 AFTER 24 HOURS: CAVING> f- TEST RESULTS Test Results Monitor Well a� o C• a a Z a Installation m > a� Description � > U) U3 E Plastic Limit �� Liquid Limit � in Water Content- • Details w m U_ Penetration- 10 20 30 40 50 - o CLAY(CL,CH);brown,slightly moist,stiff,medium to high plasticity,massive[Fine-Grained Alluvium] -2 .... .... .... :I. ... ............. :I..... .... .... .... •i -4 i..... 5.0 4 g CLAY(CL,CH);brown,moist,stiff,medium to high 4 I: plasticity,massive,[Fine-Grained Alluvium] 5 ••••• 1; - 6 ♦ ............. .............. Sandy GRAVEL with Cobble(GP);poorly graded, •.• ••• ••• •.• ••• ••• brownish gray,moist becoming wet,medium dense to r" •• . . dense,stratified,rounded gravel and cobble to 6-inch ''4*• diameter[Coarse-Grained Alluvium] r"'' "'"'"""' ""' "" 8 %i .... .... .................... .... Of* ............. It 10 : . !.=. 1031 ......:....... ... .:......:. ::alert: 12 ---. .... 19 ......:......:......:......:...... .... -12 2. Bottom of Boring = .. - 14 ............. Stratigraphy Based On Field Observations And Geologic Mapping /2 C/ICP�iCA1nC BOREHOLE LOG - ------ -- ---- -•-•--.-- ..------ - --- - - . -- _ - - - - --- -----...-•---- CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: Northeast Portion Lot 1 ELEVATION: nm DRILLER: ilg LOGGED BY: LOG NO. B-8 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers File:Laurel Ind ParkI up DEPTH TO-WATER> INITIAL: 8.5 AFTER 24 HOURS: CAVING> _ _ TEST RESULTS t o _ — m - Test Results Monitor Well o a a ° z a Installation a, a) > CD Description d) T to u, E Plastic Limit �� Liquid Limit a Um) Water Content- • Details w m iL Penetration- — __10_-20 30 40 50 — 0 CLAY(CL,CH);brown,slightly moist,stiff,medium plasticity,massive[Fine-Grained Alluvium] . .... . . .... —2 .... .... .... :I- ... :I. ... ............. .... :I — 4 ... .....�..... .... .... ........................... I..... .... .... .... 5 411 ' _ ••• CLAY(CL,CH);brown,slightly moist to moist,stiff, '''";' 5 medium to high plasticity,massive Fine-Grained Alluvium] ... — 6 ..... 7. .... .... .... .... .... Sandy Lean CLAY(CL);brown,moist to very moist, — 8 stiff,low plasticity,stratified with thin sand layers S [Fine-Grained Alluvium] ••• ••• ••• 9.5 .... .... .... .... .... Poorly Graded SAND(SP);brown,wet,very loose, — 10 stratified[Fine-Grained Alluvium] 83 . Sandy GRAVEL with Cobble(GP);poorly graded, ''' rle 14 brownish gray,wet,medium dense to dense,stratified, ; wi*.- """""""" rounded gravel and cobble to 6-inch diameter[Coarse- ' r' .... .... .... .... .... Grained Alluvium] , — 12 12.0 Bottom of Boring .. — 14 Stratigraphy Based On Field Observations And Geologic Mapping BOREHOLE LOG - ------ -- ---- -.-•--.-- . ------ - --..... ...--------. _... _ - - - - ___ CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: East Portion Lot 2 ELEVATION: nm DRILLER: '1g LOGGED BY: gsv LOG NO. B-9 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers I do:Laurel Ind Park Logs DEPTH TO-WATER> INITIAL: s 9.0 AFTER 24 HOURS: CAVING> -L TEST RESULTS o _ (Dy > Test Results Monitor Well o a a Z a Installation m m > a) Description rn >• � E Plastic Limit Liquid Limit w " ~ o ate—, U) Water Content- • Details in iL Penetration- 10 20 30 40 50 — 0 CLAY(CL,CH);brown,slightly moist,stiff,medium plasticity,massive[Fine-Grained Alluvium] —2 ............ .... .... .... .... :i. ... .... .... .... ... .... ..... .... .... .... _4 ... .....i..... ............. .... 5.0 31 CLAY(CL,CH);brown,slightly moist to moist,stiff, "'� "' 6 f : medium to high plasticity,massive[Fine-Grained 7 •••..•;•••••'I' Alluvium] - - 6 ... j .... .... - 8 8. Sandy Lean CLAY(CL);brown,moist to very moist, •••• .•• stiff,low plasticity,stratified with thin sand layers Sz [Fine-Grained Alluvium] - 10 -10. ;Q, 4 9 Poorly Graded SAND with Gravel(SP);brown,wet, :fl?•:a 4 ;-•••,,;•,•,,,;•••••,..•,,.,•,,,.. loose,stratified[Fine-Grained Alluvium] 5 = : 4gp .... .............. .... .... — 12 12. Sandy GRAVEL with Cobble(GP);poorly graded, brownish gray,wet,medium dense to dense,stratified, :r!i rounded gravel and cobble to 6-inch diameter[Coarse- : `. • Grained Alluvium] y!r" — 14 4. Bottom of Boring - Stratigraphy Based On Field Observations And Geologic Mapping r-r�r►c�>frw�r+r BOREHOLE LOG - ------ -- ---- -.-•--.-- .----.. . ---•- --.__..---- ---- -..._ _ . ---- _.. . _. .... CLIENT: Harr/Solberg DATE: 5/22/2014 LOCATION: West Portion Lot 2 ELEVATION: nm DRILLER: jig LOGGED BY: >� LOG NO. B-10 DRILLING METHOD: Geoscience Simco-Hollow Stem Augers File:Laurel Ind Park Logs DEPTH TO-WATER> INITIAL: 9.0 AFTER 24 HOURS: CAVING> -C y TEST RESULTS L ^ m Test Results Monitor Well o CL a ° z a Installation _ _ Liquid Limit �, �, �, Description �, > In rn E Plastic Limit s " ~ o �_ Water Content- • Details w C0 LL Penetration- 20 30 40 50 — o CLAY(CL,CH);brown,slightly moist,stiff,medium 10 plasticity,massive[Fine-Grained Alluvium] 2 ............. — 4 ........... .... .... ............. 5.0 41 "" .. CLAY(CL,CH);brown,slightly moist to moist,stiff, 5 medium to high plasticity,massive[Fine-Grained Alluvium] 7 6 — 8 .... .... .... .... S 9 Sandy Lean CLAY(CL);brown,moist to very moist, stiff,low plasticity,stratified with thin sand layers [Fine-Grained Alluvium] — 10 10.0511 Poorly Graded SAND with Gravel(SP);brown,wet, ra "" opo 5 .... loose,stratified[Fine-Grained Alluvium] a:o. 6 o• .... .... .... .... .... :roe 12 qa : 2.5 t Sandy GRAVEL with Cobble(GP);poorly graded, �'�: ••• ••• ............... brownish gray,wet,medium dense to dense,stratified, .:r.�:�:: rounded gravel and cobble to 6-inch diameter[Coarse- Grained Alluvium] """""""""""" ::.. ... ..:......:......:......:......:..... 14 4. Bottom of Boring = - .... Stratigraphy Based On Field Observations And Geologic Mapping /'SCf'1C/'�ICAIf^C APPENDIX C Laboratory Test Results Sieve Size 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #100 #200 100 90 80 70 a4 60 a' S0 a� U i 40 a 30 20 10 0 ILI] 0.1 10 1 Particle Size in Millimeters Gravel Sand coarse I fine coarse medium fine Percent Passing U.S. Standard Sieve Size 3" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #80 #100 #200 100 100 99 99 99 99 97 Boring No.: B-46789 Liquid Limit: 46 Sample No.: Bucket Depth: 1.0' -4.0' Plastic Limit: 15 Date Received: 05/23/2014 Plasticity Index: 31 Percent Gravel: 0.0 Percent Sand: 3.0 Classification: CL Percent Silt+Clay: 97.0 ASTM Group Name: Lean Clay Moisture Content: 20.8% AASHTO Group Name: A-7-6 - Sieve Analysis ProjectNumber: 09-2511 SKZ�� 2511 Holman Avenu Laurel P. O. Box 8019� Billings, MT 59108-0190, Phone: 406.652.3932 6/5/14 Fax:A06.652 494 CONSOLIDATION TEST REPORT -1.50 -0.75 0.00 0.75 1.50 c M 2.25 WATER ADDED U N d 3.00 3.75 4.50 - - - 5.25 6.00 10 20 50 100 200 500 1000 2000 5000 Applied Pressure- psf Natural Dry Dens. Sp. Overburden PC C C Swell Press. Swell e Sat. Moist. (Pcf) LL PI Gr. (psf) (psf) o r (psf) % ° 86.4% 19.5% 103.5 1 41 1 25 1 2.65 1 2386 0.12 2358 1 1.4 0.599 MATERIAL DESCRIPTION USCS AASHTO CL:Lean Clay CL A-7-6 Project No. Client: GeoScience Remarks: Project: Location: Laurel B-2 Depth: 5.0-6.5 ft CONSOLIDATION TEST REPORT SK GEOTECHNICAL CORP. Figure CONSOLIDATION TEST REPORT 0.0 i l l i i 1.5 -- - WATER ADDED 3.0 4.5 c to 6.0 N U d 7.5 9.0 10.5 12.0 13.5 10 20 50 100 20C 500 1000 2000 5000 Applied Pressure- psf Natural Dry Dens. Sp, Overburden Pc C C Swell Press. Swell e Sat. Moist. (pcf) LL PI o Gr. (psf) (psf) c r (psf) 73.5-/fl 18.6% 99.1 37 1 21 1 2.65 1 757 1829 0.21 690 0.2 0.670 MATERIAL DESCRIPTION USCS AASHTO CL:Lean Clay trace Sand CL tr S A-6 Project No. Client: GeoScience Remarks: Project: Location: Laurel B-1 Depth: 5.0-6.5 ft CONSOLIDATION TEST REPORT SK GEOTECHNICAL CORP. Figure 100 80 a 60 s~ 40 a or O 20 or OL 0 0 20 40 60 80 100 120 Liquid Limit(LL) Legend Boring Sample No. Depth LL PL PI P 200 MC Classification • B-1 Shelby 5.0'-6.5' 37 16 21 % 18.6% m B-2 Shelby 5.0'-6.5' 41 16 25 % 19.5% A B-46789 Bucket 1.0'-4.0' 46 15 31 97% 20.8% CL Atterberg Limits' Tests ProjectNumber: 09-2511 SK�V 2511 Holman Avenue P. O. Box 80190 Laurel Billings, MT 59108-0190 Phone: 406.652.3930 Fax: 406.652.3944 6/5/14 sanbell Community Planning Surveying+ Mapping+GIS+ Drone Civil Infrastructure Engineering Multimodal Transportation Engineering Water and Wastewater Utility Design and Operations Landscape Architecture+ Placemaking Construction Management and Inspection Communications+ Public Engagement + Visualizations www.sanbell.com 3 V V m e m d I 90,C U jQ N w Q m > E m E Q m u 3 Wi '- ma.Q N cLi o m E -` mCL =a 3 m _ -�N- o `m a m m C N oy o m d 3 c 10 f > _°o $ O �, a a ° °a E = Q °' ° y • 0 mom d LL w O d O a LL A 3= O J L N N E e a W y L a Ci Q w d N O a ly S a0 V «L N T W a 0 U p C Y o a r ; c o a g n r c o w >aaU' c En o o o c � z 0 m 4 � C C O O O R 0- C 3 E fEC a"�•'' oEadU U m I 0v7 2 Nim a o` o N C C O dN N -0 0 a,: o`oaa m UL a E c D o z o >W L U"i a Io Q � I = 0 3 II I v0os «'� ° Emam a � a�a o c 3� c o ; .i E ma o &E -E q . 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