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HomeMy WebLinkAboutH1. Sacajawea Expansion Plan Commission Memorandum REPORT TO: Honorable Mayor and City Commission FROM: Allyson B. Brekke, Associate Planner Wendy Thomas, Director of Community Development SUBJECT: Bozeman School District 7 – Sacajawea Middle School Upgrade and Expansion Site Plan Application Agency Exemptions – Application No. 16113 MEETING DATE: May 2, 2016 AGENDA ITEM TYPE: Other Public Hearing RECOMMENDATION: “The City Commission receives the Sacajawea Middle School Upgrade and Expansion site plan application and conducts a public hearing on the agency exemptions the Bozeman School District 7 is claiming under M.C.A. Section 76-2-402.” (Other than conducting a public hearing, no official motion is required by the City Commission). BACKGROUND: The Bozeman School District has submitted a site plan application to upgrade and expand Sacajawea Middle School at 3525 South 3rd Avenue. The District is claiming agency exemptions from compliance with certain zoning standards under Montana Code Annotated (M.C.A.) Section 76-2-402. The development proposed will not meet six municipal zoning standards required in the Unified Development Code, Article 38 of the Bozeman Municipal Code. Montana law (M.C.A. Section 76-2-402) addresses the relationship of municipal zoning regulations to a school district’s use of land. The law requires a public hearing whenever land is to be used contrary to zoning regulations. The statute expressly provides that a municipality “shall have no power to deny the proposed use but shall act only to allow a public forum for comment on the proposed use.” The requirement for a public hearing before the City Commission on such exemptions was specifically included in the 2012 Interlocal Agreement executed between the School District and the City. In this regard, the School District is claiming exemptions to the Bozeman Municipal Code for: 1. Section 38.08.050, which states no parking can occur within a required front or side yard, (site plan shows an existing parking lot to further encroach into a required corner side yard setback from the future Blackwood Street right-of-way) and 2. Section 38.22.210.B, specifically stating the landscaped yard requirements for community centers with residential adjacency (site plan shows some landscaping improvements, but will not meet this additional landscape screening requirement), and 3. Section 38.23.080.H, specifically stating that all stormwater detention areas must be landscaped as an amenity (site plan shows the detention pond as being landscaped with grass, but does not meet the additional standards of landscaping as an amenity), and 4. Section 38.23.170, states the requirements for a trash and garbage enclosure (the trash enclosure does not have a door), and 5. Section 38.24.110.A, which states that all streets shall be provided in accordance with the adopted growth policy and/or transportation plan, including the recommended shared-use pathways per the Bozeman Parks, Recreation, Open Space and Trails (PROST) Plan (the existing sidewalk along South 3rd Avenue is 5-feet wide, and a shared-use pathway shall be 10-feet wide; the site plan does not show the sidewalk expanding to 10 feet), and 6. Article 26, which includes all site landscaping requirements including parking lot landscaping requirements ((site plan shows some landscaping improvements, but will not meet this minimum landscaping requirements) Following the public hearing, Staff will complete the site plan application review process with the Development Review Committee and prepare a staff report for consideration by the Director of Community Development. Standard public noticing procedures for the site plan application itself will also occur. UNRESOLVED ISSUES: As identified by the City Commission. FISCAL EFFECTS: None identified. Attachments: Applicant’s submittal materials Report compiled on: April 23, 2016 A1 Development Review Application A1 Page 1 of 3 Revision Date 01-04-16 Required Forms: Varies by project type Recommended Forms: Presentation of submitted plans and specifications DEVELOPMENT REVIEW APPLICATION 1. PROJECT Development Name: Description: 2. PROPERTY OWNER Name: Full Address: Phone: Email: 3. APPLICANT Name: Full Address: Phone: Email: 4. REPRESENTATIVE Name: Full Address: Phone: Email: 5. PROPERTY Full Street Address: Full Legal Description: Current Zoning: Current Use: Community Plan Designation: Development Review Application A1 Page 2 of 3 Revision Date 01-04-16 Required Forms: Varies by project type Recommended Forms: Presentation of submitted plans and specifications Overlay District: Neighborhood Conservation Entryway Corridor None Urban Renewal District: Downtown North 7th Avenue Northeast None 6. STATISTICS (ONLY APPLICATION TYPES 2-12, 17, 24 AND 26) Gross Area: Acres: Square Feet: Net Area: Acres: Square Feet: Dwelling Units: Nonresidential Gross Building Square Feet: 7. APPLICATION TYPES Check all that apply, use noted forms. Form Form 1. Pre-application Consultation None 17. Informal Review INF 2. Master Site Plan MSP 18. Zoning Deviation None 3. Site Plan SP 19. Zoning or Subdivision Variance Z/SVAR 4. Subdivision pre-application PA 20. Conditional Use Permit CUP 5. Subdivision preliminary plat PP 21. Special Temporary Use Permit STUP 6. Subdivision final plat FP 22. Comprehensive Sign Plan CSP 7. Subdivision exemption SE 23. Regulated Activities in Wetlands RW 8. Condominium Review CR 24. Zone Map Amendment (non Annexation) ZMA 9. PUD concept plan PUDC 25. UDC Text Amendment ZTA 10. PUD preliminary plan PUDP 26. Growth Policy Amendment GPA 11. PUD final plan PUDFP 27. Modification/Plan Amendment MOD 12. Annexation and Initial Zoning ANNX 28. Extension of Approved Plan EXT 13. Administrative Interpretation Appeal AIA 29. Reasonable Accommodation RA 14. Administrative Project Decision Appeal APA 30. Other: 15. Commercial Nonresidential COA CCOA 1 6. Historic Neighborhood Conservation Overlay COA NCOA 8. APPLICATION FEES AND MATERIALS A. Fees are to be provided based upon the adopted fee schedule FS. Contact our office for an estimate. SP Site Plan Required Materials SP Page 1 of 1 Revision Date 1-05-16 Required Forms: A1, SP1, N1 Recommended Forms: Presentation of submitted plans and specifications SITE PLAN REQUIRED MATERIALS APPLICATION SETS 3 total sets are required that include 1 copy of every item below bound or folded into 8½ x 11 or 8½ x 14 sets. Complete and signed development review application form A1. Plan sets that include all required items listed on the site plan checklist form SP1. If demolition, checklist items in form DEM Standard application sets required plan sizes: 2 sets that include full size 24 x 36 inch plans 1 set that include 11 x 17 inch plans 2-digital versions of all materials (JPEG or PDF) on separate CD-ROMs or USB drives. Individual files must be provided at 5MB or less in size. Files shall be named according to naming protocol. Notes: All plans must be drawn to scale on paper not smaller than 8½ x 11 inches or larger than 24 x 36 inches. The name of the project must be shown on the cover sheet of the plans. If 3-ring binders will be used, they must include a table of contents and tabbed dividers between sections. Plans that are rolled or not bound into sets will not be accepted. NOTICING MATERIALS Completed and signed property adjoiners certificate form N1 and materials. APPLICATION FEE Base fee $2,100 If includes dwellings add: $115 per dwelling unit If includes nonresidential uses add: $542 per 1000 square feet of nonresidential gross building area up to 30,000 square feet. $255 per 1000 square feet of non residential gross building area over initial 30,000 square feet unless proposed building is four or more stories. If the proposed building is four or more stories in height, use $102 per 1000 square feet of nonresidential gross building area over initial 30,000 square feet. If deviation add: $215 per deviation Application types and fees are cumulative. CONTACT US Alfred M. Stiff Professional Building 20 East Olive Street 59715 (FED EX and UPS Only) PO Box 1230 Bozeman, MT 59771 phone 406-582-2260 fax 406-582-2263 planning@bozeman.net www.bozeman.net SP1 Site Plan Checklist SP1 Page 1 of 5 Revision Date 1-05-16 Required Forms: A1, SP, N1, DEM (if demolition) Recommended Forms: Required Forms: SITE PLAN CHECKLIST DESIGN REVIEW BOARD THRESHOLDS Must be A plus one or more of B-F in order to require Board review. Yes No A. Project location is within an Overlay District? B. 20 or more dwelling units in a multiple household structure or structures? C. 30,000 or more square feet of office space, retail commercial space, service commercial space or industrial space? D. 20,000 or more square feet of exterior storage of materials or goods? E. Parking for more than 90 vehicles? F. Large scale retail per Section 38.22.180 BMC? GENERAL INFORMATION 1. Name of project/development. 2. Name and mailing address of developer and owner. 3. Name and mailing address of engineer, architect, landscape architect, planner, etc. 4. Location of project/development by street address/legal description. 5. Location/vicinity map, including area within one-half mile of the site. 6. A construction route map showing how materials and heavy equipment will travel to and from the site. SITE PLAN GENERAL 7. Boundary line of property with dimensions. 8. Date of plan preparation and changes. 9. North point indicator. 10. Suggested scale of 1 inch to 20 feet, but not less than 1 inch to 100 feet. 11. Parcel size(s) in gross acres and square feet. 12. Estimated total floor area and estimated ratio of floor area to lot size (floor area ratio, FAR), with a breakdown by land use. 13. Location, percentage of parcel(s) and total site, and square footage of the following: a. Existing and proposed buildings and structures. b. Driveway circulation and parking areas. c. Landscaped areas. d. Private open space, provide boundary/ies and dimensions (if residential requirement). e. City Parks. f. Other public lands (school sites, public access greenway corridors, trail corridors). 14. Total number, type and density per type of dwelling units, and total new and gross residential density and density per residential parcel. Site Plan Checklist SP1 Page 2 of 5 Revision Date 1-05-16 Required Forms: A1, SP, N1, DEM (if demolition) Recommended Forms: Required Forms: SITE PLAN DETAILS The location, identification and dimensions of the following existing and proposed data, onsite and to a distance of 100 feet (200 feet for PUD’s) outside the site boundary, exclusive of public rights -of-way unless otherwise stated. 15. Topographic contours at a minimum interval of 2 feet, or as determined by the Director. 16. Location of City limit boundaries, and boundaries of Gallatin County’s Bozeman Area Zoning Jurisdiction, within or near the development. 17. Existing zoning within 200 feet of the site. 18. Adjacent streets and street rights-of-way to a distance of 150 feet, except for sites adjacent to major arterial streets where the distances shall be 200 feet. 19. On site streets and rights of way. 20. Ingress and egress points. 21. Traffic flow on site. 22. Traffic flow off site. 23. All parking facilities, including circulation aisles, access drives, covered and uncovered bicycle parking, compact spaces, ADA accessible spaces and motorcycle parking, on -street parking, number of employee and non-employee parking spaces, existing and proposed, and total square footage of each. 24. Utilities and utility rights of way and easements, including: a. Electric. b. Natural gas. c. Telephone, cable and similar utilities. d. Water. e. Sewer (sanitary, treated effluent and storm). 25. Surface water, including: a. Ponds, streams and irrigation ditches (include classifications be based upon a determination of the Gallatin Conservation District; note classification of each feature on plans). b Watercourses, water bodies and wetlands (include classifications based upon a determination of the Gallatin Conservation District, Army Corps of Engineers, or Wetland Delineation Report; note classification of each feature on plans). c. Floodplains as designated on the Federal Insurance Rate Map or that may otherwise be identified as lying within a 100 year floodplain through additional floodplain delineation, engineering analysis, topographic survey or other objective and factual basis. d. A floodplain analysis report in compliance with Article. 26. Grading and drainage plan, including provisions for on-site retention/detention and water quality improvement facilities as required by the Engineering Department, or in compliance with B.M.C. Section 14 storm drainage ordinance and best management pr actices manual adopted by the City. 27. All drainageways, streets, arroyos, dry gullies, diversion ditches, spillways, reservoirs, etc. which may be incorporated into the storm drainage system for the property shall be designated: a. The name of the drainageway (where appropriate). b. The downstream conditions (developed available drainageways, etc.). c. Any downstream restrictions. 28. Significant rock outcroppings, slopes of greater than 15 percent or other significant topographic features. 29. Sidewalks, walkways, driveways, loading areas and docks, bikeways, including typical details and interrelationships with vehicular circulation system, indicating proposed treatment of points of Site Plan Checklist SP1 Page 3 of 5 Revision Date 1-05-16 Required Forms: A1, SP, N1, DEM (if demolition) Recommended Forms: Required Forms: conflict. 30. Provision for handicapped accessibility, including but not limited to, wheelchair ramps, parking spaces, handrails and curb cuts, including construction details and the applicant’s certification of ADA compliance. 31. Fences and walls, including typical details. 32. Permanent and construction period exterior refuse collection areas, including typical details. 33. Curb, asphalt section and drive approach construction details. 34. Location and extent of snow storage areas. 35. Location and extent of street vision triangles. 36. Unique natural features, significant wildlife areas and vegetative cover, including existing trees and shrubs having a diameter greater than 2.5 inches, by species. 37. Historic, cultural and archeological resources, describe and map any designated historic structures or districts, and archeological or cultural sites. 38. Major public facilities, including schools, parks, trails, etc. PARKLAND AND AFFORDABLE HOUSING 39. If residential, provide the required parkland for the development, including calculations per Chapter 38, Article 27 BMC (Park and Recreation Requirements). Source and amount of parkland credit to be used if previously provided. If parkland is proposed a park plan shall be submitted consistent with Section 38.41.060.A.16 BMC. 40. Describe how the site plan will satisfy any requirements of Section 17.02, BMC (Affordable Housing) which have either been established for that lot(s) through the subdivision process or if no subdivision has previously occurred are applicable to a site plan. The description shall be of adequate detail to clearly identify those lots and dwellings designated as subject to Title 17, Chapter 2, BMC compliance requirements and to make the obligations placed on the affected lots and dwellings readily understandable. LIGHTING DETAILS 41. Lighting plan and electrical site plan, complete with all structures, parking spaces, building entrances, traffic areas (both vehicular and pedestrian), vegetation that might interfere with lighting, and adjacent uses, containing a layout of all proposed fixtures by location and type. 42. A photometric lighting plan that contains a layout of all proposed fixtures by location and type and extends the photometric information to the property boundaries and rights of way. For fueling canopies a second photometric plan is required to specifically analyze the light output underneath the drip line of the fuel canopy. 43. Cut sheets for all proposed exterior fixtures that are keyed to the fixtures noted in the lighting electrical plan and the photometric lighting plan. BUILDING DESIGN AND SIGNAGE 44. Front, rear and side elevations of all buildings, structures, fences and walls with height dimensions and roof pitches. Show open stairways and other projections from exterior building wall. Building elevations shall include proposed exterior building materials, windows and doors including a color and material palette for all proposed features keyed to the building elevations. 45. Provide elevations and details of all ground mounted and rooftop mechanical screening. 46. Exterior signs if applicable. Include building frontage dimension(s) and maximum sign area calculation, provide sign dimensions and square footage of each. Note – The review of signs in conjunction with this application is only review for sign area compliance with Chapter 38, Article 28 BMC (Signs). A sign permit must be obtained from the Building Division prior to erection of any and all signs, addition design guidelines apply for signs within zoning Overlay Districts. Site Plan Checklist SP1 Page 4 of 5 Revision Date 1-05-16 Required Forms: A1, SP, N1, DEM (if demolition) Recommended Forms: Required Forms: LANDSCAPE PLAN A separate landscape plan shall be submitted as part of the site plan application unless the required landscape information can be included in a clear and uncluttered manner on a site plan with a scale where one inch equals 20 feet. 47. Project name, street address, and lot and block description. 48. Date, scale, north arrow, and the names, addresses, and telephone numbers of both the property owner and the person preparing the plan. Plan preparer shall be a state registered landscape architect; an individual with a degree in landscape design and two years of professional design experience in the state; or an individual with a degree in a related field (horticulture, botany, plant science, etc.) and at least five years of professional landscape design experience, of which two years have been in the state. 49. Location of existing boundary lines and dimensions of the lot. 50. Existing and proposed grade that complies with maximum allowable slope and grade. 51. Approximate centerlines of existing watercourses, required watercourse setbacks, and the location of any 100-year floodplain; the approximate location of significant drainage features; and the location and size of existing and proposed streets and alleys, utility easements, utility lines, driveways and sidewalks on the lot and/or adjacent to the lot. 52. Location of all pavement, curbs, sidewalks and gutters. 53. Show location of existing and/or proposed drainage facilities which are to be used for drainage control including proposed landscaping and seeding as required by Section 38.23.080.H BMC 54. Location and extent of snow storage areas. 55. Location and extent of street vision triangles. 56. Complete landscape legend providing a description of plant materials shown on the plan, including typical symbols, names (common and botanical name), locations, quantities, container or caliper sizes at installation, heights, spread and spacing and identification of drought tolerant and/or native and adapted species. The location and type of all existing trees on the lot over 6 inches in caliper must be specifically indicated. 57. Size of planting at the time of installation and at maturity. 58. Complete illustration of landscaping and screening to be provided in or near off-street parking and loading areas, including information as to the amount (in square feet) of landscape area to be provided internal to parking areas and the number and location of required off -street parking and loading spaces. 59. Street frontage landscaping. 60. Locations and dimensions of proposed landscape buffer strips, including watercourse buffer zones demonstrating compliance with watercourse setback planting plan requirements per Section 38.23.100 BMC unless previously provided during subdivision review. 61. Location, height and material of proposed landscape screening and fencing (with berms to be delineated by one foot contours). 62. An indication of how existing healthy trees (if any) are to be retained and protected from damage during construction. 63. Size, height, location and material of proposed seating, lighting, planters, sculptures, and water features. 64. A description of proposed watering methods including any use of high efficiency irrigation technologies and best practice, source of irrigation water and estimated amount of water consumption broken down by vegetation type (e.g. turf, shrubs, trees) and total estimated water consumption. 65. Areas to be irrigated and type of proposed irrigation and the irrigation system design plan. Site Plan Checklist SP1 Page 5 of 5 Revision Date 1-05-16 Required Forms: A1, SP, N1, DEM (if demolition) Recommended Forms: Required Forms: 66. Tabulation of performance points earned by the plan per Section 38.26.060 BMC. STREETS AND TRAFFIC 67. Street, traffic, and access information required in Section 38.41.060.A.12 unless previously provided through a subdivision review process or that the requirement is waived in writing by the Engineering Department prior to application submittal. OTHER PERMITS 68. Stormwater management permit and fee to Engineering Department. DEVIATIONS If the proposal includes a request for a deviation as outlined in Section 38.35.050 BMC the application shall be accompanied by written and graphic material sufficient to illustrate the conditions that the modified standards will produce. 69. Either through the site plan requirement above or separate exhibit clearly show any proposed deviations related to site requirements such as yards/setbacks, lot coverage, parking or other applicable standards. 70. Either through the building elevation requirement above or separate exhibit clearly show any proposed deviations related to building construction such as height, second story additions, or other applicable standards. 71. For deviations in the Neighborhood Conservation Overlay a deviation narrative shall be provided stating which Section (s) of the Bozeman Municipal Code are proposed for deviation, to what extent and include a response to the following: a. How the modification is more historically appropriate for the building and site in question and the adjacent properties, as determined in Section 38.16.050 BMC than would be achieved under a literal enforcement of this chapter (Chapter 38, BMC); b. How the modifications will have minimal adverse effect on abutting properties or the per mitted uses thereof; and c. How the modifications will assure the protection of the public health, safety and general welfare. d. How the requested deviation will encourage restoration and rehabilitation activity that will contribute to the overall historic character of the community. If more than one deviation a response to the criteria shall be provided for each deviation. 72. For deviations in the Entryway Corridor Overlay a deviation narrative shall be provided stating which Section (s) of the Bozeman Municipal Code are proposed for deviation, to what extent and include a response to the following: a. How the deviation will produce an environment, landscape quality and character superior to that produced by the existing standards; b. How the deviation will be consistent with the intent and purpose of the article (Article 17, Chapter 38 BMC);and c. How the deviation will be consistent with the adopted design objectives (City of Bozeman Design Objectives Plan, 2005) for the particular entryway corridor If more than one deviation, a response to the criteria shall be provided for each deviation. CONTACT US Alfred M. Stiff Professional Building 20 East Olive Street 59715 (FED EX and UPS Only) PO Box 1230 Bozeman, MT 59771 phone 406-582-2260 fax 406-582-2263 planning@bozeman.net www.bozeman.net 1 SACAJAWEA MIDDLE SCHOOL Sacajawea Middle School – Upgrade and Expansion Site Plan Application General Information 1. Name of Project/development: Sacajawea Middle School – Upgrade and Expansion 2. Name and mailing address of developer and owner: Bozeman School District 404 West Main Street Bozeman, MT 59715 3. Name and mailing address of engineer, architect, landscape architect, planner, etc. Architect A&E Architects 428 E Mendenhall Bozeman, MT 59715 Civil Engineer Sanderson-Stewart 106 E. Babcock Bozeman, MT 59715 4. Location of project/development by street address/legal description: 3525 South 3rd Ave S24, T02 S, R05 E, C.O.S. 482, ACRES 28.759, TRACT IN SW4SE4 Bozeman, MT 59715 5. Location/vicinity map, including area within one-half mile of site: 2 SACAJAWEA MIDDLE SCHOOL 6. A construction route map showing how materials and heavy equipment will travel to and from site: Materials and heavy equipment will travel to and from the site via South 3rd on the map above. It is anticipated that materials and equipment will come from both the south and north areas on South 3rd. Site Plan General 7-11, 13-14 Refer to Civil Drawings 12. Estimated total floor area and estimated ratio of floor area to lot size (floor area ratio, FAR) with a breakdown by land use: 147,113 Total Square Feet FAR – 147,113 SF / 1,305,900 SF (30 Acres) = 11.2% Site Plan Details 15-38 Refer to Civil Drawings Parkland and Affordable Housing 39-40 – Not Applicable Lighting Details 41-43 – Refer to Electrical Site Plan, Photometric Lighting Plan, and Cut Sheets attached. Building Design and Signage 44-46 – Refer to Exterior Elevations Landscape Plans A landscape exemption will be requested for all of Chapter 38 Article 26 as well as Article 23. Streets and Traffic 67 – Refer to traffic letter attached from engineer. Other Permits 68 – Martel Construction pulling Stormwater Management permit Deviations 69 – Refer to civil drawings attached in reference to the following requested exemptions: 1. An exemption will be requested for the setback requirements in Section 38.08.050.A. The existing parking lot along future Blackwood currently exists within the required 15-foot corner side yard setback. An exemption will be requested in order to maintain current parking counts and provide adequate drainage away from the building in order to solve an ongoing water drainage issue at this area of the site. 2. An exemption to the landscape requirements under Chapter 38 Article 23 and Article 26 is requested, this includes specifically the parking lot landscape requirements as well as requirements for landscaping at detention areas. Some of the requirements in this chapter also have potential to create safety and security issues which is the number one concern to Bozeman Public Schools. This also includes an exemption from the 3:1 slope at the southern edge of the property where grading and drainage are a major issue – all other slopes will comply. Beyond that, this is an existing school with existing landscaping that is to remain or 3 SACAJAWEA MIDDLE SCHOOL be improved upon. A landscape architect is part of the team and will be providing design to better help serve and improve upon the landscaping at SMS. 3. Per the Summary Comments for the SMS Informal Application, it is recommended that a shared use path be provided along South 3rd Avenue and along future Blackwood. At this time, the design team will make accommodations to provide for this shared use path when Blackwood is installed. There is an existing sidewalk along South 3rd currently as well as a shard use bath on the east side of South 3rd. It is not in the best interest of the school district to remove or widen this path as part of this project. For these reasons, an exemption to the shared use path along South 3rd is requested. 70-72 – No deviations from BMC. Concurrent construction per BMC 38.39.030.C.1.c is requested for simultaneous building and infrastructure construction March 28, 2016 Mr. Shawn Kohtz, PE Engineering Department City of Bozeman 20 East Olive Street Bozeman, MT 59771 Reference: Sacajawea Middle School Expansion – Traffic Impact Assessment Project No. 15074.01 Dear Shawn: The purpose of this letter is to provide a summary of our assessment of potential traffic impacts associated with the expansion of the existing Sacajawea Middle School on South 3rd Avenue in Bozeman, Montana. Your Development Review Committee informal review memorandum dated March 10, 2016 requested a traffic impact study be prepared for the proposed project to address traffic loading on the network. In a subsequent conversation on March 14, 2016, you and I agreed that impacts should be fairly minor and that a summary letter would be adequate for this level of expansion. The current student enrollment at Sacajawea Middle School for grades 6-8 is 690 students in a 105,829 square-foot building. The proposed school expansion consists of several different building additions that total an additional 40,000 square feet. The added student enrollment associated with the expansion is anticipated to be 200-250 students. The following table presents a summary of the anticipated trip generation associated with 250 new students. Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Middle School (1) 250 Students 405 203 202 135 74 61 40 20 20 405 203 202 135 74 61 40 20 20 (1)Middle School/Junior High - Land Use 522*Units = Students Average Weekday:Average Rate = 1.62 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.54 (55% entering, 45% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.16 (49% entering, 51% exiting) *Trip Generation, 9th Edition,Institute of Transportation Engineers, 2012 Total New External Personal Vehicle PM Peak Hour Land Use Independent Variable Average Weekday AM Peak Hour Mr. Shawn Kohtz, PE March 28, 2016 Page 2 Access to the site is currently provided via a loop drive on South 3rd Avenue that is reserved for bus loading only during the morning and afternoon peak periods and a second loop drive located off of Cambridge Drive that is used for parent loading and access to staff parking. Observations of the parent loading zone operations were conducted in November 2015. It was noted during these observations that queueing occurs on Cambridge Drive at the site entrance for parent drop off and also on the west approach to the intersection of Cambridge Drive/South 3rd Avenue for vehicles exiting the site. School starts at 8:20 AM and the doors open at 8:10 AM. The observed queuing directly corresponds with that timeframe and only lasted for about 10 minutes during the AM peak. Operations of the Cambridge Drive/South 3rd Avenue intersection also suffer during this same time period of approximately 10 minutes before school starts. The intersection is two-way stop- controlled with stop signs located on the west and east approaches, a rectangular rapid flash beacon on the south approach, and a crossing guard that will stop traffic for the crosswalks located on the south and west approaches. It was noted that there is a tendency for drivers to make the eastbound left-turn from the stop-controlled approach when the crossing guard has northbound and southbound traffic stopped for a pedestrian. This is a concern, but the intersection operates well for the rest of the day and it is not anticipated that traffic signal warrants would be met at this location. Therefore, an alternate approach of moving some of the parent loading away from the Cambridge Drive intersection was considered instead. Several changes to the existing site access and loading zones have been proposed with the expansion project that will result in improvements to existing traffic operations. The south parking lot will be reconfigured for additional staff parking and bus loading, and a new access drive will also be added along the future Blackwood Road alignment. These improvements will allow the school to relocate bus loading to the south side of the school and will open up the main access drive off of South 3rd Avenue for additional parent loading. This will result in a significant reduction in the queueing on Cambridge Drive, as well as improved operations of the Cambridge Drive/South 3rd Avenue intersection. Even with the new trips generated by the increased enrollment, it is anticipated that operations will be better with these improvements in place. Please feel free to call me at 922.4325 if you have any questions or would like to discuss these items further. Sincerely, Danielle R. Scharf, PE, PTOE, LEED AP Associate Principal/Branch Manager DRS P:15074.01_Kohtz_Traffic_Letter_032816 March 28, 2016 Mr. Shawn Kohtz, PE Engineering Department City of Bozeman 20 East Olive Street Bozeman, MT 59771 Reference: Sacajawea Middle School Expansion – Traffic Impact Assessment Project No. 15074.01 Dear Shawn: The purpose of this letter is to provide a summary of our assessment of potential traffic impacts associated with the expansion of the existing Sacajawea Middle School on South 3rd Avenue in Bozeman, Montana. Your Development Review Committee informal review memorandum dated March 10, 2016 requested a traffic impact study be prepared for the proposed project to address traffic loading on the network. In a subsequent conversation on March 14, 2016, you and I agreed that impacts should be fairly minor and that a summary letter would be adequate for this level of expansion. The current student enrollment at Sacajawea Middle School for grades 6-8 is 690 students in a 105,829 square-foot building. The proposed school expansion consists of several different building additions that total an additional 40,000 square feet. The added student enrollment associated with the expansion is anticipated to be 200-250 students. The following table presents a summary of the anticipated trip generation associated with 250 new students. Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Middle School (1) 250 Students 405 203 202 135 74 61 40 20 20 405 203 202 135 74 61 40 20 20 (1)Middle School/Junior High - Land Use 522*Units = Students Average Weekday:Average Rate = 1.62 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.54 (55% entering, 45% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.16 (49% entering, 51% exiting) *Trip Generation, 9th Edition,Institute of Transportation Engineers, 2012 Total New External Personal Vehicle PM Peak Hour Land Use Independent Variable Average Weekday AM Peak Hour Mr. Shawn Kohtz, PE March 28, 2016 Page 2 Access to the site is currently provided via a loop drive on South 3rd Avenue that is reserved for bus loading only during the morning and afternoon peak periods and a second loop drive located off of Cambridge Drive that is used for parent loading and access to staff parking. Observations of the parent loading zone operations were conducted in November 2015. It was noted during these observations that queueing occurs on Cambridge Drive at the site entrance for parent drop off and also on the west approach to the intersection of Cambridge Drive/South 3rd Avenue for vehicles exiting the site. School starts at 8:20 AM and the doors open at 8:10 AM. The observed queuing directly corresponds with that timeframe and only lasted for about 10 minutes during the AM peak. Operations of the Cambridge Drive/South 3rd Avenue intersection also suffer during this same time period of approximately 10 minutes before school starts. The intersection is two-way stop- controlled with stop signs located on the west and east approaches, a rectangular rapid flash beacon on the south approach, and a crossing guard that will stop traffic for the crosswalks located on the south and west approaches. It was noted that there is a tendency for drivers to make the eastbound left-turn from the stop-controlled approach when the crossing guard has northbound and southbound traffic stopped for a pedestrian. This is a concern, but the intersection operates well for the rest of the day and it is not anticipated that traffic signal warrants would be met at this location. Therefore, an alternate approach of moving some of the parent loading away from the Cambridge Drive intersection was considered instead. Several changes to the existing site access and loading zones have been proposed with the expansion project that will result in improvements to existing traffic operations. The south parking lot will be reconfigured for additional staff parking and bus loading, and a new access drive will also be added along the future Blackwood Road alignment. These improvements will allow the school to relocate bus loading to the south side of the school and will open up the main access drive off of South 3rd Avenue for additional parent loading. This will result in a significant reduction in the queueing on Cambridge Drive, as well as improved operations of the Cambridge Drive/South 3rd Avenue intersection. Even with the new trips generated by the increased enrollment, it is anticipated that operations will be better with these improvements in place. Please feel free to call me at 922.4325 if you have any questions or would like to discuss these items further. Sincerely, Danielle R. Scharf, PE, PTOE, LEED AP Associate Principal/Branch Manager DRS P:15074.01_Kohtz_Traffic_Letter_032816 LED Area Luminaire Area and Roadway Lighting 2 The specifier searching for an economy LED outdoor area luminaire that also delivers big on style and performance is often left at an impasse. Finding a luminaire with any two of the three qualities is simple enough... but finding all three together seemed hopeless. Until now. Introducing the Emco LED Outdoor Area Luminaire Combining commanding aesthetics, advanced LED performance and attractive pricing, the Emco LED Area luminaire is perhaps the most versatile and cost effective luminaire on the market. An economy LED luminaire that delivers big on style and performance 21" LED Area luminaire shown with natural aluminum paint (NP) 16" LED Area luminaire wall mount shown with black paint (BLP) 3 The Emco LED Area luminaire redefines what designers and specifiers can expect from an economy LED luminaire. Striking from every vantage, its angular profile is distinctly modern, though subdued enough to blend into any architectural environment. At night is when LED Area luminaire truly shines, with an advanced low-wattage, high-power LED array available in four distribution patterns. Available in two sizes and four LED wattages, the LED Area luminaire is ideal for a wide range of applications. Combined with a rugged die cast aluminum housing that will stand up to the harshest conditions, it’s clear that the Emco LED Area luminaire sets a new standard for area illumination for LEDs. With an extremely low profile, the LED Area luminaire is an obvious choice for street and roadway applications. The mast arm mount is designed for a smooth transition from the luminaire to the mast arm, bringing style and grace to a usually utilitarian application. In addition to the standard arm mount, the Emco LED Area luminaire is also available in wall mount configurations. 16" LED Area luminaire shown with bronze paint (BRP) 16" LED Area luminaire mast arm mount shown with natural aluminum paint (NP) It's not enough to simply place high power LEDs into existing luminaires. Thermal management is crucial. If the generated heat is not adequately removed, the LEDs will run at higher temperatures, not only lowering their efficiency, but also shortening their life and threatening their reliability. The LED Area luminaire is specifically designed to handsomely address this issue. The streamlined die cast aluminum housing is defined by deep integral airways that direct substantial airflow over the luminaire and dissipate heat. At just over three inches deep, these air channels cool the system components while allowing for a remarkably sleek profile – just 4.5" maximum height. From front-to-back, inside and out, every aspect speaks to the thoughtful, economical and stylish approach to both initial and long-term performance. Integral Bird Deterrent Deliberately spaced and specifically sized cables deter bird nesting and perching, helping to keep the luminaire clean and running at maximum efficeincy. Engineered for Easy Assembly Extruded arm assemblies are designed with integral guide channels and a double-nut-through-bolt that effectively makes it impossible to misalign the luminaire and pole. Designed for Easy Maintenance The internal components are totally enclosed within the rain-tight, dust- tight and corrosion-resistant die cast aluminum housing. Access to the compartment is simple, requiring the removal of two screws allowing the cover plate to hinge open. 21" LED Area luminaire shown with RAL5024 paint. Designed to perform, engineered to last Type 3 Type 3 optics produce an asymmetrical pattern that directs the majority of the light forward and equally on both sides of the luminaire. In a back-to-back configuration, it creates a rectangular pattern which can extend pole spacings. Type 2 These optics create an asymmetric distribution pattern with wide lateral throw. This distribution works well in walkway and roadway applications where more light is required “street side” than “house side.” Type 4 The Type 4 pattern is suitable for applications where light is primarily required forward with minimal backlight. Typical installations include perimeter poles. Type 5 Type 5 optics produce a symmetrical square distribution pattern that distributes light equally on all sides of the luminaire. The optical system is universal for most area lighting applications. Field Rotatable Optics The LED arrays are fully rotatable in 90° increments on 21" luminaires, permitting aiming of the distributions in any of four directions. As a result, the luminaires and poles maintain a consistent visual alignment while light is placed where it is needed most. The heart of the luminaire is its high-performance optical system, available in four distinct distribution patterns. The system utilizes an integral array of long-lasting, energy-efficient LEDs oriented to achieve an IES Type II, III, IV, or V distribution with full cutoff performance, consistent uniformity and minimal light trespass. Aided by an integral thermal control system, the LED arrays carry L70 ratings of up to 100,000 hours, minimizing the hassle and expense of maintenance. The result is minimal required maintenance and reduced energy costs, saving both time and money. 5 GENERAL DESCRIPTION: Emco LED Area luminaires combine a low profile style with advanced LED performance and thermal management technology to deliver outdoor area lighting that is as energy efficient and aesthetically pleasing as it is remarkably economical. HOUSING: The housing is one-piece, die cast aluminum and mounts to a pole, utilizing an extruded arm. Additionally, LED Area luminaires mount easily to a wall or to a mast arm while providing smooth visual transitions. LED THERMAL MANAGEMENT: The LED Area luminaire design provides die cast aluminum integral thermal radiation fins to provide the excellent thermal management so critical to long LED system life. LED PERFORMANCE: OPTICAL SYSTEMS: Lensed LED arrays are set to achieve IES Type II, Type III, Type IV and Type V distributions. Individual LED arrays are replaceable. ELA21 optics are rotatable. ELECTRICAL: Luminaires are equipped with an LED driver that accepts 120V through 277V, 50hz to 60hz, input. Driver output is based on the LED wattage selected. Component-to-component wiring within the luminaire will carry no more than 80% of rated current and is listed by UL for use at 600 VAC at 302°F / 150°C or higher. Plug disconnects are listed by UL for use at 600 VAC, 15A or higher. LED board, LED driver and LED array are RoHS compliant. FINISH: Each standard color luminaire receives a fade and abrasion resistant, electrostatically applied, thermally cured, triglycidal isocyanurate (TGIC) textured polyester powdercoat finish. Standard colors include bronze (BRP), black (BLP), white (WP), and natural aluminum (NP). Consult factory for specs on optional or custom colors. LABELS: All luminaires bear UL or CUL (where applicable) Wet Location labels. WARRANTY: Emco luminaires feature a 1 year limited warranty. Emco LED luminaires with LED arrays feature a 5 year limited warranty covering the LED arrays. See Warranty Information on sitelighting.com for complete details and exclusions. Dimensions ELA16 ELA21 A Side Arm 4.5" / 11.43 cm 4.5" / 11.43 cm A Wall Bracket 7.25" / 18.42 cm 7.25" / 18.42 cm B Side Arm 6.28" / 15.95 cm 9.28" / 23.57 cm B Mast Arm 7.80" / 19.81 cm 7.80" / 19.81 cm B Wall Bracket 2.59" / 18.42 cm 2.59" / 18.42 cm C 16.53" / 41.99 cm 21.52" / 54.66 cm D 2" / 5.08 cm 2" / 5.08 cm E 15.2" / 38.61 cm 15.7" / 39.88 cm F 4.6" / 11.68 cm 4.6" / 11.68 cm G 1.53" / 3.89 cm 1.53" / 3.89 cm LED Area Luminaire Specifications G Arm Mount - Direct to Pole FA ED CB DIMENSIONS 6 PREDICTED LUMEN DEPRECIATION DATA Ambient Temperature °C LED Wattages / Driver mA L70 Hours 25 °C 70LA, 150LA / 400 mA 100,000 110LA, 210LA / 600 mA 75,000 40 °C 70LA, 150LA / 400 mA 65,000 110LA, 210LA / 600 mA 50,000 Predicted performance derived from LED manufacturer’s data and engineering design estimates, based on IESNA LM-80 methodology. Actual experience may vary due to field application conditions. L70 is the predicted time when LED performance depreciates to 70% of initial lumen output. Prior to ordering, consult Submittal Data Sheet on sitelighting.com for the most current information, notes and exclusions. Philips Gardco reserves the right to change materials or modify the design of its product without notification as part of the company’s continuing product improvement program. 1.75" 4.445 cm Dia. Ordering 1. Provide specific input voltage. OPTIONS F1 Fusing In Head LF In-Line/In-Pole Fusing PC1 Photocontrol and Receptacle PCR Photocontrol Receptacle only HS External House Side Shield PTF2 Pole Top Fitter - 2 3/8" - 2 7/8" Dia. Tenon PTF3 Pole Top Fitter - 3" - 3 1/2" Dia. Tenon PTF4 Pole Top Fitter - 3 1/2" - 4" Dia. Tenon DL Diffusing Lens Reduces performance significantly. SPR Surge Protection for 120V through 277V Input Not available with Fusing (F) option. DCC Dual Circuit - LED Array Control ELA21 only. Provides dual level control capability. Each LED array can be switched or circuited separately. Effective Projected Area (EPA)Approximate Weight - Single LuminaireSingleTwin3/4 ELA16 .87 ft2 1.74 ft2 2.49 ft2 21 lbs .081 m2 .162 m2 .232 m2 9.53 kg ELA21 .95 ft2 1.9 ft2 2.79 ft2 31 lbs .089 m2 .177 m2 .26 m2 14.07 kg 7ExamplePREFIX ELA16 ELA16 ELA21 UNIV 120V through 277V 50hz or 60hz VOLTAGE UNIV OPTICAL SYSTEM 5 2 IES Type II 3 IES Type III 4 IES Type IV 5 IES Type V PAINTED FINISH NP BRP Bronze BLP Black WP White NP Natural Aluminum OC Optional Color Specify Optional Color or RAL ex: OC-LGP or OC-RAL7024 SC Special Color Specify. Must supply color chip. OPTIONS F F1 LF PC1 PCR HS PTF2 PTF3 PTF4 DL SPR DCC NOTES: LED SELECTION NW CW Cool White 6,000°K, 75 CRI NW Neutral White 4,000°K, 75 CRI LED WATTAGE 110LA ELA16 70LA 110LA ELA21 150LA 210LA MOUNTING 1 1 Single 2 Twin @180° 2@90 Twin @90° 3 Triple @90° 3@120 Triple @120° 4 4 Way W Wall Mount Recessed J-Box WS Wall Mount Surface Conduit MA Mast Arm Mount Requires a 2 3/8" Mast Arm Prior to ordering, consult Submittal Data Sheet on sitelighting.com for the most current information, notes and exclusions. Philips Gardco reserves the right to change materials or modify the design of its product without notification as part of the company’s continuing product improvement program. Photocontrol Placement Cast seat allows for secure placement of the photocontrol receptacle at the top of the luminaire. (W/WS) Wall Mount (MA) Mast Arm MountB B A Wall Mounting Plate may be mounted over (not to) a recessed j-box (by others) and in all cases must be properly supported to structure as indicated. Surface conduit mount requires conduit entry from below. See installation instruction sheets on sitelighting.com for more details. (W/WS) Wall Mount Plate Bolt Pattern NOTE: Wall mounting bracket is secured to wall with 3/8" (.9525 cm) studs or bolts (by others.) Structural members must be present in wall to accept bolts. Holes for 3/8" (.9525 cm) Studs or Bolts (by others) 2.75" 6.985 cm 3.75" 9.525 cm © 2010 Koninklijke Philips Electronics N.V. All Rights Reserved. Document order number: E100-002/1210 1611 Clovis Barker Road San Marcos, TX 78666 512/753-1000 800/227-0758 Fax: 512/753-7855 sitelighting.com Emco Lighting by Philips Gardco Warranty Emco luminaires feature a 1 year limited warranty. Emco LED luminaires with LED arrays feature a 5 year limited warranty covering the LED arrays. See Warranty Information on sitelighting.com for complete details and exclusions. March 29, 2016 Project No. 15074.01 STORM DRAINAGE PLAN FOR SACAJAWEA MIDDLE SCHOOL BOZEMAN, MONTANA OVERVIEW NARRATIVE The purpose of this drainage plan is to quantify storm drainage improvements required for the Sacajawea Middle School additions on COS 482, Section 24, Township 2 South, Range 05 East, in Bozeman, Montana. The property will include five additions totaling 43,258 square-feet of additional school building. As a result of the expansions, surrounding sidewalk, parking lot, basketball courts, and courtyard areas will be altered or replaced. The proposed drainage plan consists of existing and proposed detention basins and dry wells to manage and mitigate stormwater on site. The proposed stormwater system will utilize the existing discharge pipe that connects into Cambridge Drive which ultimately outfalls to Middle Creek Ditch. This report presents a summary of calculations performed to quantify the stormwater runoff for the improved site. All design criteria and calculations are in accordance with The City of Bozeman Design Standards and Specifications Policy, dated March 2004. The site stormwater improvements have been designed with the intent to meet the current City of Bozeman drainage regulations for the entire site to the extent feasible. Specific site information and criteria are described below: I. Project Information A. Address: The physical address for the site is 3525 S 3rd Ave, Bozeman, MT 59715 B. Legal Description: The site is located on COS 482, Section 24, Township 2 South, Range 5 East. C. Total Area: The area of the site is approximately 28.55 acres after right-of-way dedications. V:15074.01_SacajaweaMiddleSchool_StormReport 2 (03/29/16) SN/hg D. Existing Impervious Area: Impervious Area – 6.18 acres Pervious Area – 22.37 acres E. Post-Development Impervious Area: As a result of the expanded development, the site will exhibit the following qualities: Impervious Area – 8.18 acres Pervious Area – 20.37 acres F. Type of Development: The development will be several separate additions to the existing middle school with updates to parking areas, courtyard areas, sidewalks, and basketball courts. II. A. General Design 1. The off-site discharge point will be to an existing 8-inch PVC pipe north of the site that currently acts as the discharge point for the existing site. The discharge pipe from the site connects into the existing stormwater infrastructure system within Cambridge Drive. The on-site storm drain system will utilize the new south stormwater detention pond, existing north detention pond, and three new and three existing dry wells. The system will limit discharge to the capacity of the existing outfall pipe rate of 0.47 cfs. 2. The stormwater storage facilities are designed to remove pollutants such as solids, silts, oils, and greases. There is no oil/water separator required on site. The stormwater infrastructure system will also include pretreatment practices, such as inlet sumps and vegetated filter strips. 3. Storm Sewers: a. Alignment between manholes is straight. b. Storm sewer systems are designed with a slope and pipe diameter as to ensure a velocity of 3-fps. c. Pond inlets and outlets will be protected with riprap to prevent erosion as shown on the Grading Plan. d. The storm sewers are not public and will be maintained by the school. e. The stormwater conveyance system on site is designed to convey the 25-year storm event. f. All inlets and manholes have a 9-inch sump for sediment collection as shown on the Grading Plan. 4. The redevelopment project is greater than one acre and therefore will infiltrate runoff generated from the first 0.5-inches of rainfall from a 24-hour V:15074.01_SacajaweaMiddleSchool_StormReport 3 (03/29/16) SN/hg storm. The first 0.5-inches of rainfall from a 24-hour storm will be referred to as the water quality storm. Table 1 below, displays the major watershed characteristics along with the water quality volume. There are several watersheds (4,5,8,9,10) that are untouched during this redevelopment and are hydrologically separated from the redevelopment portion of the site. Therefore the drainage plan for those watersheds were left as is. B. Storm Drainage Plan 1. See the attached Figure 1 that shows the watershed delineation and area See grading plan in attached plan set for the complete drainage plan. 2. The ultimate destination of the stormwater runoff is the Middle Creek Ditch, west of the middle school. This is the current outfall for the stormwater runoff from the middle school site. All runoff from the middle school site eventually drains to the north pond where the existing outfall pipe connects to the stormwater infrastructure system within Cambridge Drive. The stormwater is conveyed west down Cambridge Drive and is discharged to the Middle Creek Ditch. The proposed stormwater system on site is designed to limit discharge to the existing discharge conditions. Since the proposed system is designed to match existing conditions it is not expected that there will be an increased negative impact on downstream drainage facilities or water quality. 3. A summary of the results of the drainage calculations are provided below and the detailed calculations are included in Appendix A. A maintenance plan for the detention basins, dry wells, swale, and stormwater infrastructure system has been attached in Appendix B Table 1: Watershed Characteristics, Runoff Volumes, and Storage Volumes Primary Storage C.F. Secondary Storage 1 New 319,213 135,523 183,690 Ex. North Pond 5,747 20,031 28,049 2 New 63,504 28,853 34,651 South Pond 1,214 4,152 4,642 3 New 34,369 34,369 0 Courtyard Dry Well 1,360 3,904 480 North Pond 4 Existing 22,011 22,011 0 N- Ex Dry Well -- -- 5 Existing 33,937 33,937 0 NE-Ex Dry Well -- -- 6 New 36,042 36,042 0 SW-New Dry Well 1,427 4,094 480 North Pond 7 New 12,868 12,868 0 W-New Dry Well 509 1,461 480 North Pond 8 Existing 60,580 17,723 42,857 NE-Sheet Flow -- -- 9 Existing 74,720 34,953 39,767 SE-Ex Dry Well -- 10 Existing 587,191 0 587,191 Field Sheet Flow -- -- Provided Storage Watershed Status Total Area (SF) Impervious Area (SF) Pervious Area (SF)Detention Unit Water Quality Volume C.F. 10-Yr, 24- HR Runoff Volume C.F. 4. See grading and detail plan within the plan set for details and specifications for all storm drainage improvements. V:15074.01_SacajaweaMiddleSchool_StormReport 4 (03/29/16) SN/hg C. Storage/Treatment Facilities 1. The detention basins on site, one existing and one proposed, utilize locations that make the most sense for a detention basin. The existing north detention basin will be expanded and will have an additional detention basin connected to it in order to utilize a manmade depression to manage the increase in stormwater runoff. The proposed detention basin south of the school was strategically chosen to be placed at a low point and located away from the building and recreation areas. 2. The existing detention basin on site is proposed to be expanded in order to manage the increase stormwater runoff from the increase of impervious area on site. This will involve constructing a new detention basin just west of the existing pond. The two detention ponds will be connected with a 12-inch pipe laid flat. With the expansion and addition, the north detention basin will be able to detain the stormwater runoff volume from its contributing watersheds for the 10-year, 24-hour storm event, however, the existing detention portion of the pond will not be regraded to meet current stormwater standards of providing a basin with only 2.5-feet of basin depth and 1.5-feet of stormwater depth. The addition to the north basin will be constructed to meet The City of Bozeman’s current basin design regulations. The proposed south detention basin is also designed to detain the runoff volume from its contributing watersheds for the 10-year, 24-hour storm event. The basin will be 2.5-feet deep and only detain stormwater up to 1.5- feet. The dry wells onsite are designed to infiltrate water from the roof drains. The dry wells do not have the capacity to infiltrate the water quality volume or detain the 10-year, 24, hour storm event. The soils found in the attached geotechnical report are found to be a mix of sandy gravel and clay gravel reflecting an infiltration rate of 3.42 inches/hour. Even though this infiltration rate does not provide adequate treatment and retainage of the stormwater therefore, the dry wells are connected to the infiltration ponds in the event of overflow. The existing drywells on site have also performed adequately in the past and there has been no previous issues with the existing drywells under preforming or instigating on site flooding. All of the new dry wells are connected to the existing north pond in the event of overflow. The existing north pond is designed with enough capacity to manage the overflow from the drywells. 3. Both detention basins are located on Sacajawea Middle School property. 4. Basin Characteristics a. The proposed detention basin lengths are not designed to be three times the width. The existing detention basin will not be significantly V:15074.01_SacajaweaMiddleSchool_StormReport 5 (03/29/16) SN/hg regraded and the shape will not be altered to meet current regulations. Inlet velocities to the basins will be dissipated with riprap. b. The proposed basin side slopes are designed to have a 4:1 side slope. The existing basin was designed with a minimum of 6:1 side slopes and will not be regraded to anything steeper than 4:1. c. In addition to the new storm drain piping that will be constructed along the westerly portion of the site in order to convey stormwater to the north detention basin and into the existing discharge, a swale is proposed to be located west of the building and east of the sports fields. This channel will help capture any wastewater contaminants before stormwater is discharged into the Middle Creek Ditch. There are also several locations where stormwater sheet flows over vegetation before reaching an inlet or basin. This will aid in the removal of wastewater contaminants. d. The detention basins on site are not located in a floodplain. e. Both the existing and proposed basins have an overflow path in the event of an overflow. 5. See Table 1 above and Appendix A for detailed calculations on retention volumes. D. Discharge Structure 1. The discharge structure in the existing north pond will not be updated as part of this redevelopment. The discharge structure on the proposed south pond will be installed as a flared end section with a trash rack as displayed in The City of Bozeman Standard Modification Storm Drain Debris Rack No.02720-11. 2. The detention basins are designed to detain the 10-year, 24-hour design storm with no discharge, therefore the outlet structure will not provide an orifice or weir to control discharge to pre-development rate. The flow rate leaving the site is controlled by the existing pond north of the site. 3. Water Surface Elevation a. The discharge acts as an overflow for rates exceeding design storm events. An overflow weir at the top of the pond will be utilized to discharge excess runoff in the event of overflow. b. The discharge pipe is a minimum of 6 inches in diameter and can convey the 25-year storm event. c. The bottom elevations of the existing north pond are constricted by the downstream inverts set for the site due to the connection into Cambridge Drive. The proposed south pond, upstream from the existing north pond does not have the grade to allow water to fully discharge. There is some infiltration onsite and water in the pond will infiltrate and evaporate over time. V:15074.01_SacajaweaMiddleSchool_StormReport 6 (03/29/16) SN/hg E. Runoff Estimation 1. The modified rational method was used to determine peak runoff rates. a. It was assumed the rainfall is uniformly distributed over the area for the entire duration of the storm. The rational formula provided in The City of Bozeman Standard Specifications and Policy was used to calculate the peak runoff rates on site. The rainfall intensity for the site was calculated in part by using Figure I-2 and I-3. b. The peak runoff rate occurs when the duration of the storm equals the time of concentration. The provided time of concentration tools, Table I-2, Table I-3 and Figure I-1, in The City of Bozeman’s Design Standard and Specifications Policy were used to calculate the time of concentration for each of the major watersheds. c. The runoff coefficient for a particular watershed is constant for a similar land use. The runoff coefficients provided in Table I-1 were used in calculating the peak runoff rates. 2. As mentioned above, runoff coefficients from Table I-1 were used to calculate runoff rates for each of the watersheds. 3. As mentioned above, time of concentration was determined, as outlined in The City of Bozeman Design Standards and Specification Policy, as a function of the ground slope, roughness, and hydraulic radius. The time of concentration included durations from sheet flow, shallow concentrated flow and channel flow. FIGURE 1NORTH065SCALE:0.00765613165V:\15074_01_Sacajawea_Middle_School_Expansion_Design\CADD_C3D\BASE_DWG\15074_Storm_Exhibit.dwg, 11x17 LANDSCAPE, 3/29/2016 9:24:46 AM, snorton, 1:1 Terracon Consultants, Inc. 212 Zoot Way, Suite B Bozeman, Montana 59718 P [406] 586-2687 F [406] 587 9170 terracon.com February 18, 2016 Bozeman Public Schools, Facilities Division 404 West Main Street Bozeman, Montana 59771-0520 Attn: Todd Swinehart, P.E. Phone: 406-522-6009 Email: todd.swinehart@bsd7.org Re: Geotechnical Engineering Report Sacajawea Middle School Expansion Bozeman, Montana Terracon Project Number: AJ165001 Dear Mr. Swinehart: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number PAJ150019 dated December 30, 2015. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and pavement for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Jim Pierce, P.E. Brent Wilkins, P.E. Geotechnical Engineer Department Manager/Geotechnical Engineer Reliable ■ Responsive ■ Resourceful TABLE OF CONTENTS APPENDIX A – FIELD EXPLORATION Exhibit A-1 Field Exploration Description Exhibit A-2 Vicinity Map Exhibit A-3 Boring Location Diagram Exhibits A-4 to A-11 Boring Logs APPENDIX B – SUPPORTING INFORMATION Exhibit B-1 Laboratory Testing Description Exhibit B-2 Grain Size Distribution Exhibit B-3 Atterberg Limits Exhibit B-4 Unconfined Compression Testing Page EXECUTIVE SUMMARY ............................................................................................................. i 1.0 INTRODUCTION ............................................................................................................. 1 2.0 PROJECT INFORMATION ............................................................................................. 1 2.1 Project Description ............................................................................................... 1 2.2 Site Location and Description .............................................................................. 2 3.0 SUBSURFACE CONDITION ........................................................................................... 2 3.1 Geologic Setting and Seismicity ........................................................................... 2 3.2 Soil Conditions ..................................................................................................... 3 3.3 Soil Properties ..................................................................................................... 3 3.4 Groundwater ........................................................................................................ 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 4 4.1 Geotechnical Considerations ............................................................................... 4 4.2 General Earthwork ............................................................................................... 5 4.2.1 Material Requirements ............................................................................. 5 4.2.2 Compaction Requirements ....................................................................... 6 4.2.3 Trench Backfill .......................................................................................... 7 4.2.4 Surface Grading and Drainage ................................................................. 7 4.2.5 Construction Considerations.....................................................................7 4.3 New Building Addition Foundations ...................................................................... 8 4.3.1 Design Recommendations ....................................................................... 8 4.3.2 Foundation Drainage ................................................................................ 9 4.3.3 Construction Considerations – Foundation Preparation .......................... 10 4.3.4 Seismic Considerations .......................................................................... 11 4.4 Floor Slabs........................................................................................................... 11 4.4.1 Design Recommendations .................................................................... 11 4.4.2 Construction Considerations.................................................................. 12 4.5 Pavement ........................................................................................................... 12 4.5.1 Flexible Pavement Design Recommendations ....................................... 12 4.5.2 Rigid Pavement Design Recommendations ............................................ 14 4.5.3 Pavement Drainage ................................................................................ 14 5.0 GENERAL COMMENTS ................................................................................................ 15 Reliable ■ Responsive ■ Resourceful TABLE OF CONTENTS (CONTINUED) Exhibit B-5 Swell/Consolidation Testing APPENDIX C – SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 Pavement Material Specifications Exhibit C-4 Foundation Underdrainage Detail Exhibit C-5 Reinforced Soil Foundation (RSF) Detail Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No. AJ165001 Reliable ■ Responsive ■ Resourceful i EXECUTIVE SUMMARY A geotechnical investigation has been performed for the proposed expansion of the Sacajawea Middle School located at 3525 South 3rd Avenue in Bozeman, Montana. Eight (8) borings, designated B-1 through B-4, and B-6 through B-9 were drilled to depths of approximately 6.5 to 16.5 feet below the existing grades at the project site. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed expansion project consistent with the recommendations provided in this report which include necessary construction involvement by our engineer to ascertain foundation conditions and preparation at the immediate foundation subgrades. The following geotechnical considerations were identified:  The subsurface investigation indicates that the subsoils at the site consist of lean clay overlying clayey to poorly-graded gravel.  The undisturbed clays underlying the site are compressible.  For the building, conventional shallow spread and wall foundations constructed on Structural Fill placed directly on the lean clay, or directly on native gravel are expected to result in performance consistent with project criteria.  The native lean clay is a fair subgrade for the proposed pavements. Proper subgrade preparation is essential in providing the desired pavement section support. Some movement and cracking of the new pavement section is anticipated due to the moderately plastic clay soil subgrade.  Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical elements involved with construction of the project. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable ■ Responsive ■ Resourceful 1 GEOTECHNICAL ENGINEERING REPORT SACAJAWEA MIDDLE SCHOOL EXPANSION BOZEMAN, MONTANA Terracon Project No. AJ165001 February 18, 2016 1.0 INTRODUCTION A geotechnical investigation has been performed for the proposed new classroom additions located at the existing middle school at 3525 South 3rd Avenue in Bozeman, Montana. Eight (8) borings, designated B-1 through B-4 and B-6 through B-9 were drilled to depths of approximately 6.5 to 16.5 feet below existing grades. Six of these were in the proposed addition areas and two in proposed pavement areas. Logs of the borings along with a boring location diagram are included in Appendix A of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:  Soil and groundwater conditions  Site and subgrade preparation  Foundation type(s) and design parameters  Estimated performance of foundations  Seismic site classification  General earthwork and drainage requirements  Pavement thickness design 2.0 PROJECT INFORMATION 2.1 Project Description ITEM DESCRIPTION Site Layout See Exhibit A-3 in Appendix A, the Boring Location Diagram Structures The project consists of construction of six (6) new classroom additions and a new access roadway for the south parking lot onto 3rd Avenue South. Building Construction The new classroom additions are anticipated to add approximately 40,000 square feet to the school. The additions are planned to be single story, masonry construction with crawl space and spread footing foundations. Finished Floor Elevation (FFE) Assumed to be the same as the existing school Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 2 ITEM DESCRIPTION Maximum Loads (provided by Structural Engineer) Building – 70 kips columns 3.3 to 4.2 klf walls Grading Required grading will include matching new finish floor elevation to existing finished floor elevation and the new south parking lot access roadway to 3rd Avenue South at the right of way. Cut and Fill Slopes Based on observations at the site during drilling, minimal cut and fill slopes are anticipated for the project. Free-standing Retaining Walls None anticipated. Below Grade Areas None anticipated. 2.2 Site Location and Description ITEM DESCRIPTION Location The project is located at 3525 3rd Avenue South in Bozeman, Montana, between Cambridge and Dartmouth Drives, on the west side of 3rd Avenue South. Existing improvements The site is currently an existing middle school. Current ground cover Existing building and asphalt-surfaced access roadways and parking areas and turf-grassed areas. Existing topography Relatively flat to gently rolling. 3.0 SUBSURFACE CONDITIONS 3.1 Geologic Setting and Seismicity The project site is located just southeast of the MSU campus in Bozeman, Montana, an area of Gallatin County which is on the fringe of a broad valley floor lying beneath the surrounding mountains of the Gallatin Range. The surficial geology in the project vicinity is comprised of a veneer of Quaternary alluvium that has been eroded from the surrounding foothills and mountains. In the near- surface environment, these sediments typically include a shallow, fine-grained layer of clay/silt overlying sand and gravel. Bozeman is located in the Intermountain Seismic Belt and is considered to be a seismically active area. The site is believed to have a deep profile (100+feet) of generally dense material. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 3 3.2 Soil Conditions Based on materials encountered in the borings, beneath existing topsoil, the subsurface profile consists of very soft to very stiff lean clay overlying medium dense to very dense, clayey gravel to poorly-graded gravel with sand and clay. Standard Penetration Test (SPT) N-values in the clay soil ranged from 1 to 18 blows per foot (bpf), averaging 7 bpf and becoming softer below depths of about 5 to 7 feet. The clay was brown to black in color with some scattered gravels. Laboratory testing information for this soil is presented below in Section 3.3. Very loose to very dense clayey gravel and poorly graded gravel with sand and clay were encountered in the borings in the building area. N-values in the gravel were on the order of 16 to more than 100 bpf, averaging 42 bfp, indicating generally high shear strength. The gravel was dark brown, sub-angular, and had maximum-sized sampled particles of 1 to 1 ½ inches, though cobbles and boulders at depth are typical of this formation in the Bozeman area. Conditions encountered at each boring location are indicated on the individual logs found in Appendix A of this report. Stratification boundaries on the logs represent the approximate location of changes in soil materials; in situ, the transition between materials may be gradual. 3.3 Soil Properties Atterberg Limits test results for the clay soil samples tested are shown in the following table. The clays ranged from low to moderate plasticity with Liquid Limits ranging from 35 to 49 percent. Location Depth, ft Material Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) Boring B-1 5.0 CL 49 25 24 Boring B-3 7.5 CL 40 19 21 Boring B-4 7.5 CL 35 20 15 Boring B-8 5.0 CL 42 19 21 Dry unit weights of the lean clay were measured and ranged from 99 to 105 pounds per cubic foot. These test results are also shown on the boring logs. 3.4 Groundwater The borings were observed while drilling and after completion for the presence and level of groundwater. Groundwater was observed in 3 of the 8 borings at depths of 6.0 to 13.0 feet below ground surface at the time of the field exploration program. Due to the low permeability of the clayey Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 4 materials encountered, a relatively long period of time may be needed for any groundwater level to stabilize. Groundwater level fluctuations occur due to existing drainage systems, seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations The geotechnical issue of most concern for the classroom addition foundations is settlement. Since this project includes the construction of several classroom additions, differential settlement within the new construction and between the new and the original construction both are of primary concern. Since groundwater was encountered as shallow as 6 feet below ground surface in the borings, and the native lean clay’s shear strength decreases with increase in moisture content, groundwater is also a concern. The school’s original foundation construction detail drawings, provided us by the structural engineer, indicate that the exterior and interior footings were originally constructed on Structural Fill pads up to 3 feet in thickness placed on native clay or gravel soils. Recent discussions with school district personnel indicated that there has not been any problems with the original foundations. At a project coordination meeting on February 9, 2016, the project structural engineer indicated that the current design plan was to not impose any of the new addition loads onto any of the existing foundations. A consensus was also reached at the meeting to include a shallow foundation design for the classroom additions similar to what was used in the original construction. To not impose any new loads on the existing foundations it will be necessary to not construct above or adjacent to the existing footings or Structural Fill below the footings. Wall Footings The lean clay underlying the site topsoil is an acceptable foundation subgrade for the proposed building additions provided the shallow foundations are constructed on Structural Fill bearing on undisturbed native clay or directly on undisturbed native gravel. The lean clay is compressible, with low shear strength, particularly below a depth of approximately 7 feet in the addition areas. Therefore, placing Structural Fill on the foundation subgrade above this 7 foot depth is necessary to provide acceptable bearing and mitigate both total and differential settlement. The depth below ground surface to lean clay that is an unsuitable foundation subgrade is expected to fluctuate throughout the year with changing groundwater levels. For this reason we recommend raising the Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 5 elevation of exterior wall footings from a conventional depth of 4 feet below ground surface, which provides frost protection for the foundation subgrade, to 2.5 feet below ground surface, and placing a minimum of 1.5 feet of non-frost susceptible Structural Fill below the footings to maintain adequate frost protection for the foundation. The lean clay has low to moderate expansive potential. Column Footings – Reinforced Soil Foundations (RSFs) To further mitigate settlements beneath the more heavily loaded column footings, we recommend incorporating geogrid reinforcement into the Structural Fill layers constructed on the native lean clay. This combination of Structural Fill and geogrids is referred to as a Reinforced Soil Foundation, or RSF. Exhibit C-5 in Appendix C details the RSF requirements. Gymnasium Foundations In the area of the gymnasium, native clayey gravel was encountered at a depth of 2.0 to 2.2 feet below ground surface in the borings. In this area, the undisturbed native gravel is an acceptable shallow foundation subgrade that doesn’t require the placement of Structural Fill prior to foundation construction. To reduce differential settlement, we recommend placing all footings in each addition on the same type of subgrade soil that is either on Structural Fill placed on native lean clay or directly on native gravel. The above recommendations and Section 4.3 are based on the assumption that an earthwork solution to improve the immediate subgrade for building support is desired. There are alternate replacement/remediation techniques such as rammed aggregate piers and deep foundation methods that could be considered. 4.2 General Earthwork Earthwork on the project should be observed and evaluated by Terracon. Contractor methods and equipment can make substantial differences in the success of earthwork and excavation operations; the recommendations have been developed based on the investigation findings and what is believed to be standard construction practices and capabilities in the area. The evaluation of earthwork should include observation and testing of engineered fill, foundation preparation, and other geotechnical conditions exposed during the construction of the project. 4.2.1 Material Requirements Structural Fill will be necessary for foundation preparation, replacement of unsuitable soils and the Reinforced Soil Foundations (RSFs) and should be specially selected to satisfy the requirements of this section and Section 4.2.2. Gradation requirements are noted in the table below. The material suitability should be evaluated by the geotechnical engineer prior to use. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 6 Engineered fill that is to be placed and compacted for engineering purposes should meet the following property requirements for each material designation: Fill Type USCS Classification Acceptable Location for Placement Structural Fill 1,2 GP, GW (and dual symbols) Below footings for foundation preparation On-site clay soils3 CL Trench backfill. Structural Fill should consist of approved materials that are free of organic matter and debris, and do not include soft, degradable, or deleterious particles. Frozen material should not be used, and fill should not be placed on a frozen subgrade. Each proposed fill material type should be sampled and evaluated by the geotechnical engineer prior to its delivery and/or use. 1. Structural Fill should meet the criteria outlined below: Percent finer by weight Gradation (ASTM C136) 3-inch ............................................................................................................................................ 100 No. 4 Sieve ................................................................................................................................ 30-75 No. 200 Sieve ....................................................................................................................... 10 (max) Liquid Limit ........................................................................................................................... 25 (max) Plasticity Index ....................................................................................................................... 6 (max) 2. Structural Fill for non-frost susceptible (NFS) use should have a maximum percent passing the No. 200 sieve of 5 percent. 3. Significant moisture conditioning of the native clay soils will be necessary for proper compaction; this will require mechanical reduction in clump size (disking, etc.) to a maximum 1-inch dimension to facilitate moisture conditioning; the necessary moisture adjustment will be difficult during wet/cold seasons. 4.2.2 Compaction Requirements Item Description Fill Lift Thickness 8 inches or less in loose thickness when heavy, self-propelled compaction equipment is used. 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used. Minimum Compaction Requirement 1 (ASTM D698) Structural Fill ■ Beneath foundations: 98% ■ Beneath floor slabs: 95% Trench backfill: 95% Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 7 Miscellaneous backfill (non-structural areas): 90% Pavement Subgrade: 95% Moisture Content 2 (ASTM D698) Generally ±2% of optimum 1. We recommend that each lift of fill be observed and tested by Terracon for moisture content and compaction prior to the placement of additional material. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested until the specified moisture and compaction requirements are achieved. 2. Significant moisture conditioning of the native clay and sand soils may be required for proper compaction 4.2.3 Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. Utility/pipeline trenches are a common source of water infiltration and migration. The clay fill should be placed to completely surround the utility/pipeline above the bedding zone and be compacted in accordance with recommendations in this report. The bedding zone should consist of flowable fill formed to cradle the pipe in a manner that will inhibit underflow toward the foundation area. 4.2.4 Surface Grading and Drainage Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility/pipeline or foundation excavations must be prevented during construction. All grades must provide effective drainage away from the structure during and after construction. Water permitted to pond next to the structure can result in greater soil movements than those discussed in this report. Estimated movements described in this report are based on effective drainage for the life of the structure and cannot be relied upon if effective drainage is not maintained. 4.2.5 Construction Considerations Based on the information provided, the proposed building additions are expected to be supported on shallow wall and column footing foundations at frost depth. The foundation excavation should consist of removal of topsoil and any existing fill to native lean clay an adequate depth to allow construction of the foundation options discussed above and in Section 4.3.3 below. This preparation should be verified by our geotechnical engineer. Our observations may necessitate sub-excavation and replacement of weak or unsuitable materials with additional Structural Fill. Although the exposed subgrade is anticipated to be relatively stable upon initial exposure, unstable subgrade conditions could develop during general construction operations, particularly if the clay materials are wetted and/or subjected to construction traffic. The use of light, rubber-tracked construction equipment would aid in reducing subgrade disturbance. Should unstable subgrade Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 8 conditions develop, our geotechnical engineer should review conditions and provide recommendations for stabilization. The site should be graded to prevent ponding of surface water on, or direction of runoff toward, the prepared subgrades or excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed. As a minimum, all temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations, as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. Our geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during foundation preparation, compaction of backfill, and final preparation for construction of the tanks. 4.3 New Building Addition Foundations In our opinion, the proposed building can be supported by shallow, continuous and spread footing foundation systems using a Structural Fill/Reinforced Soil Foundation load distribution layer over native, undisturbed clay or directly on native gravel. Design recommendations for shallow foundations for the proposed structure are presented in the following paragraphs with the assumption that column and bearing wall loads will not exceed 70,000 pounds and 3,300 to 4,200 pounds per lineal foot respectively based on current information. 4.3.1 Design Recommendations DESCRIPTION Column Footings (RSFs) Wall Footings (SF only, no geogrids) Native Lean Clay Subgrade Design allowable bearing pressure 1 3,000 psf 2,000 psf Minimum footing width 3.0 feet 1.5 feet Maximum embedment below finished grade2 2.0 feet 2.5 feet Minimum embedment below finished floor for interior 1.5 feet 1.5 feet Minimum Structural Fill (SF)/RSF thickness below footings See Exhibit C-5 1.5 feet of SF Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 9 DESCRIPTION Column Footings (RSFs) Wall Footings (SF only, no geogrids) Native Lean Clay Subgrade Approximate total settlement 3 1 inch 1 inch Approximate differential settlement 3/4 inch DESCRIPTION Column Wall Native Gravel Subgrade – Gymnasium Area Design allowable bearing pressure 1 3,000 psf 3,000 psf Minimum footing width 2.0 feet 1.5 feet Minimum embedment below finished grade for frost protection for exterior 4.0 feet 4.0 feet Minimum embedment below finished floor for interior 2.0 feet 2.0 feet Minimum Structural Fill thickness below footings 0 feet 0 feet Approximate total settlement 3 3/4 inch 3/4 inch Approximately differential settlement 1/2 inch Lateral Load Resistance(4) Material Friction Coefficient (Ultimate) Ultimate Passive Resistance (psf/ft depth) Native Lean Clay 0.30 200 Structural Fill 0.70 520 1. The recommended allowable bearing pressure is the pressure including surrounding overburden pressure at the footing base elevation. Based on a minimum factor of safety of 3.0. 2. For perimeter footings and footings beneath unheated areas non-frost susceptible Structural Fill below footings will be necessary to provide frost protection. 3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, and the quality of the earthwork operations. 4. Lateral load resistance parameters are ultimate values and should be factored as appropriate for design. 4.3.2 Foundation Drainage To mitigate the potential for groundwater to saturate the foundation subgrade, a perimeter cutoff drain is recommended to reduce the potential for water infiltration around the building. The Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 10 foundation drain should be constructed in accordance with the detail provided as Exhibit C-4 in Appendix C. 4.3.3 Construction Considerations – Foundation Preparation The base of all foundation excavations should be free of water and loose soil prior to construction of the Structural Fill layer or concrete placement. Prior to Structural Fill placement, the prepared clay surface should be covered with Mirafi 140 N geotextile or an approved geotextile that extends up the excavation sides to the surface of the Structural Fill zone. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed and replaced with Structural Fill in accordance with Section 4.2.2. It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials. It is recommended that the footings bear on properly prepared compacted Structural Fill layers constructed on the native clay or on properly prepared native gravel. For column footings on clay, geogrid reinforcement should be incorporated into the Structural Fill as detailed on Exhibit C-5 in the Appendix. For isolated footing subgrade replacement zones, over-excavation or Structural Fill placement should extend laterally beyond all edges of the footings at least 8 inches per foot of over-excavation depth below footing base elevation. The over-excavation should then be backfilled up to the footing base elevation with Structural Fill material placed in lifts of 8 inches or less in loose thickness and compacted to at least 98 percent of the material's maximum standard effort maximum dry density (ASTM D 698). The over-excavation and backfill procedure is described in the adjacent figure. Design Footing Level Structural Fill Note: Excavation in sketch is shown vertical for convenience. Excavations should be sloped as necessary for safety. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 11 4.3.4 Seismic Considerations Code Used Site Classification 2012 International Building Code (IBC) 1 C 1. In general accordance with the 2012 International Building Code, Table 1613.5.2. 2. Site class definitions are based on the average properties in the top 100 feet of the subsurface profile. The current scope does not include the required 100-foot soil profile determination. Borings extended to maximum depths of approximately 16.5 feet below grade, and this seismic site class definition considers that very dense gravel is below the maximum depth of the subsurface exploration. 4.4 Floor Slabs 4.4.1 Design Recommendations ITEM DESCRIPTION Floor slab support Floor slabs should bear on cushion/leveling course overlying native lean clay or Structural Fill pads placed on native clay and compacted as recommended for building pad preparation. Modulus of subgrade reaction 100 pounds per square inch per in (psi/in). Aggregate base /cushion course 6 inches of densely-graded, minus ¾-inch crushed gravel base course. Additional floor slab design and construction recommendations are as follows: 1. Floor slabs should be structurally independent of any building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation.  Positive separations and/or isolation joints should be provided between slabs and all foundations, columns, or utility lines to allow independent movement.  Control joints should be provided in slabs to control the location and extent of cracking.  Interior utility trench backfill placed beneath slabs should be compacted in accordance with the recommended specifications in the earthwork section of this report.  Floor slabs should not be constructed on frozen subgrade.  Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R, are recommended. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 12 2. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. 4.4.2 Construction Considerations The building slab subgrade will be disturbed by construction and should be prepared to repair construction disturbance under the observation of a geotechnical engineer. On most project sites, the site grading is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of cushion/leveling course material and corrective action will be required. Particular attention should be paid to high traffic areas that may have become rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted fill. All floor slab subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of the Structural Fill, cushion course and concrete. 4.5 Pavement 4.5.1 Flexible Pavement Design Recommendations Since final site grading plans are not yet complete, the controlling subgrade material has been assumed to be the very soft to very stiff lean clay encountered beneath the existing topsoil. Our design has been based on this lean clay subgrade with an assumed CBR-value of 2% based on our experience with similar clay materials. In order to generate a pavement thickness design, traffic loading data (typically in terms of 18-kip Equivalent Single Axle Loadings or ESAL’s) is necessary. In this case, on-site traffic data was provided by the project Civil Engineer. The primary wheel loads are expected be imposed on the pavement by school buses in the new access roadway and drive areas. 10 buses were estimated to make 4 trips per day each to the school over the next 20 years. An annual growth factor of 2% was included in the ESAL estimate, resulting in a total 20 year design life ESAL estimate of 265,000. Parking areas not used by the buses were assumed to receive 30,000 ESALs over the 20 year design life. Utilizing these subgrade and traffic conditions, the pavement sections listed below have been developed generally following the procedures of the ’93 AASHTO, American Association of State Highway Transportation Officials, pavement thickness design manual. Other design parameters used in the analysis include: Reliability = 95 %, S.D. = 0.35 and Delta PSI = 2.0, material structural coefficients: a1=0.41, a2=0.14, a3=0.10; and drainage factors of 1.0. Pavement material specifications are included in Appendix C. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 13 Heavy Duty (Bus Travel Areas) Pavement Component Thickness (inches) Option 1 1. Asphaltic Concrete Surfacing 4 2. Crushed Aggregate Base Course 16 3. Mirafi 140 N geotextile placed on subgrade Total Section Thickness 20 Option 2 1. Asphaltic Concrete Surfacing 4 2. Crushed Aggregate Base Course 6 3. Subbase 18 4. Mirafi 140 N geotextile placed on subgrade Total Section Thickness 28 Light Duty (Automobile Parking Areas Only) Option 1 1. Asphaltic Concrete Surfacing 3 2. Crushed Aggregate Base Course 12 3. Mirafi 140 N geotextile placed on subgrade Total Section Thickness 15 Light Duty (continued) Option 2 1. Asphaltic Concrete Surfacing 3 2. Crushed Aggregate Base Course 6 3. Subbase 9 4. Mirafi 140 N geotextile placed on subgrade Total Section Thickness 18 If heavy, rubber-tired construction traffic is anticipated in certain areas after placement of crushed base course and prior to placement of asphalt surfacing, increasing the base course thickness should be anticipated since this construction traffic loading may exceed the assumed design traffic loading. Material Specifications for the flexible pavement components are presented in the Appendix. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 14 Subgrade preparation for flexible pavements should be as described below:  After stripping of the existing topsoil and all fill material deemed unsuitable by our geotechnical engineer, any grade raising necessary should be conducted using Structural Fill consisting of materials as described herein and approved by our geotechnical engineer.  Prior to placing any Structural Fill for grade raising, or prior to placing pavement base course on the exposed subexcavation surface, the existing subgrade materials should be scarified to a depth of 6 inches (or the depth of construction disturbance, whichever is greater), and compacted in accordance with the recommendations of Section 4.2.2. As part of the subgrade preparation process, engineering observation of the compaction process and a subsequent proofrolling with a loaded 10 cubic yard tandem axle dump truck or other equipment deemed appropriate by our geotechnical engineer, should be conducted to identify soft or yielding areas. Such areas should be improved by subexcavation and replacement and/or incorporation of an appropriate geotextile. 4.5.2 Rigid Pavement Design Recommendations It is recommended that a Portland cement concrete, PCC, pavement be utilized in entrance and exit driveway approaches and dumpster pads where extensive wheel turning movements and heavy axle loads are expected. The dumpster pad should be large enough to support the wheels of the truck which will bear the load of the dumpster. A minimum of 4 inches of minus ¾” crushed base course underneath a minimum 7 inch thick concrete section is recommended. The base course should meet the requirements for flexible pavement base course provided in the Appendix and be compacted in accordance with Section 4.2.2. Although not required for structural support, the base layer is recommended to help improve general subgrade uniformity. It also provides a level working surface for construction of the reinforced concrete section. Standard saw cut control joints should be used with width, depth and spacing of 1/8”, 1 ½” and every 250 square feet respectively will also be required to limit excessive slab curling and shrinkage cracking. The joints should be cut and sealed as soon as possible to minimize infiltration of water into the subgrade. All joints should be sealed to prevent the entry of any foreign material and dowelled where necessary for load transfer. Adequate reinforcement should be placed in rigid pavement in accordance with ACI requirements. 4.5.3 Pavement Drainage Pavement surfacing and subgrade should be sloped to provide rapid drainage of surface water . Water allowed to pond on or adjacent to the pavements could saturate the subgrade and result in premature pavement deterioration. Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No.AJ165001 Reliable ■ Responsive ■ Resourceful 15 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project; additional geotechnical service is particularly important for the foundation preparation phases of this project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include, either specifically or by implication, any environmental or biological (e.g., petroleum hydrocarbons, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. APPENDIX A FIELD EXPLORATION Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No. AJ165001 Reliable ■ Responsive ■ Resourceful Exhibit A-1 Field Exploration Description The boring locations were laid out on the site by Terracon personnel prior to the site investigation. Latitude and longitude were estimated using a handheld GPS unit, and elevations determined by engineering level and rod. The finished main floor elevation of the school was used as a benchmark for the elevation survey. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used. The borings were drilled with a CME 55 rotary drill rig using hollow-stem augers to advance the boreholes. Boring B-5 was not drilled as planned as it was not accessible to our drill rig due to excessive crusted snow during the field investigation. Samples of the soils encountered in the borings were obtained by driving split spoon samplers, pushing Shelby tube samplers and collecting auger cuttings. In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140- pound hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. Information provided on the logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the drill crew leaving the site. Field logs were prepared by the field engineer. The logs included visual classifications of the materials encountered during drilling as well as the engineer’s interpretation of the subsurface conditions between samples. The final logs included with this report represent the engineer's interpretation of the field logs and includes modifications based on laboratory observations and tests of the samples. TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: BOZEMAN, MT (1/1/1987) and WHEELER MOUNTAIN, MT (1/1/2000). 212 Zoot Way, Suite B Bozeman, Montana 59715 AJ165001 Project Manager: Drawn by: Checked by: Approved by: JFP 1”=2,000’ 2/5/16 A-2 Exhibit JFP Project No. Scale: File Name: Date: SITE LOCATION SACAJAWEA MIDDLE SCHOOL EXPANSION Bozeman, Montana 212 Zoot Way, Suite B Bozeman, Montana 59715 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AJ165001 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Scale: A-3 Exhibit Project Manager: Drawn by: Checked by: Approved by: Project No. File Name: Date: JFP JFP AS SHOWN 2/5/16 BORING LOCATION DIAGRAM SACAJAWEA MIDDLE SCHOOL EXPANSION Bozeman, Montana 89 23 35 41 13 16 49-25-24 96.5 87 81 0.8 1.1 0.9 0.8 0.6 1-4-4N=8 2-3-3 N=6 2-1-1 N=2 2-8-13N=21 11-12-12N=24 0.8 10.5 16.5 TOPSOIL, dark brown to black LEAN CLAY (CL), medium stiff to soft, brown toblack, trace sand CLAYEY GRAVEL WITH SAND (GC), mediumdense, dark brown, gravels to +1", wet below 15.0' Boring Terminated at 16.5 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-1 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-4 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 97.5 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64444° Longitude: -111.04928° WATER LEVEL OBSERVATIONS No free water observed 22 22 25 13 6 97.5 88 82 0.8 1 1.3 1.2 1.1 0.6 3-4-4 N=8 7-7-9N=16 3-3-3N=6 2-15-18N=33 12-15-18N=33 0.8 10.5 16.5 TOPSOIL, black to brown LEAN CLAY WITH SAND (CL), very stiff to mediumstiff, brown to black, scattered fine gravel, silt CLAYEY GRAVEL WITH SAND (GC), dense, darkbrown Boring Terminated at 16.5 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-2 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-5 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 98.5 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.644444° Longitude: -111.04847° WATER LEVEL OBSERVATIONS No free water observed 15 23 23 25 29 28 13 40-19-21 98 88 82.5 1.1 0.8 0.8 1 0.8 0.8 2-2-3 N=5 8-8-10N=18 3-3-4 N=7 3-2-3 N=5 3-6-12N=18 16-18-15N=33 0.8 11.0 16.5 TOPSOIL, dark brown to black LEAN CLAY WITH SAND (CL), very stiff to mediumstiff, light brown to black, silt, scattered gravel CLAYEY GRAVEL WITH SAND (GC), mediumdense to dense, dark brown, gravels to + 1", subangular, wet below 15.0' Boring Terminated at 16.5 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-3 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-6 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 99.0 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64406° Longitude: -111.04772° WATER LEVEL OBSERVATIONS No free water observed 1650 75 30 29 27 24 35-20-15 97.5 88.5 82 1.3 2 0.8 1.4 0.8 0.5 6-8-8N=16 2-3-2 N=5 1-1-1 N=2 8-11-13N=24 15, 50/0.3'; N=50/0.3' 1.0 10.2 16.5 TOPSOIL, dark brown to black LEAN CLAY WITH SAND (CL), very stiff to soft,brown to black, siltier with depth CLAYEY GRAVEL WITH SAND (GC), mediumdense to very dense, dark brown, subangular Boring Terminated at 16.5 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-4 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-7 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 98.5 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64375° Longitude: -111.04928° WATER LEVEL OBSERVATIONS 23 13 9 11 98.5 97.5 89.5 0.9 1 0.8 0.6 0 3-3-5 N=8 7-17-12N=29 10-20-22 N=42 10-8-8 N=16 50/0.3'; N =50/0.3' 1.0 2.0 9.8 TOPSOIL, black LEAN CLAY WITH SAND (CL), stiff, brown CLAYEY GRAVEL WITH SAND (GC), medium dense to very dense, dark brown, gravels to + 1 1/2",subangular to subrounded Boring Terminated at 9.8 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-6 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-8 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 99.5 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64308° Longitude: -111.04881° measured during drilling WATER LEVEL OBSERVATIONS 11 22 24 8 99 98 88 1 0.9 0.8 0.4 0.6 0.3 7-6-3 N=9 2-6-12N=18 10-13-11 N=24 13-30-19N=49 8-19-31N=50 50/0.3'; N =50/0.3' 0.8 2.2 11.8 TOPSOIL, 1' of snow and ice on top of topsoil, darkbrown to black topsoil LEAN CLAY WITH SAND (CL), medium stiff, brown to black, scattered gravels, sand POORLY GRADED GRAVEL WITH CLAY ANDSAND (GP-GC), medium dense to very dense, darkbrown, gravefls to + 1", spoon bent at 7', coarse sand lens at 11' Boring Terminated at 11.8 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-7 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-9 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 100.0 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64272° Longitude: -111.04861° WATER LEVEL OBSERVATIONS 79 28 31 42-19-23 105.5 100 1.4 1.3 2-2-2N=4 0-0-1 N=1 1.0 6.5 TOPSOIL, dark brown to black LEAN CLAY WITH SAND (CL), soft to very soft,black to brown Boring Terminated at 6.5 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-8 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-10 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 106.5 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64219° Longitude: -111.04861° WATER LEVEL OBSERVATIONS No free water observed 23 20 17 106 100 1.3 0.1 0.4 17-16-13 N=29 3-1-1N=2 3-2-2-2N=4 0.8 7.0 TOPSOIL, dark brown to black LEAN CLAY WITH SAND (CL), very stiff to soft,black to brown, frozen to 1.0' Boring Terminated at 7 Feet Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.GRAPHIC LOGTHIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16 3525 3rd Avenue South Bozeman, Montana SITE: Page 1 of 1 Advancement Method:HSA Abandonment Method:Borings backfilled with soil cuttings upon completion. 212 Zoot Way, Suite BBozeman, Montana Notes: Project No.: AJ165001 Drill Rig: CME 55 Boring Started: 1/26/2016 BORING LOG NO. B-9 Bozeman Public Schools, Facilities DepartmentCLIENT:Bozeman, Montana Driller: Sam Eddy Boring Completed: 1/26/2016 Exhibit:A-11 PROJECT: Sacajawea Middle School Expansion UNCONFINEDCOMPRESSIVESTRENGTH (psf)PERCENT FINESWATERCONTENT (%)ATTERBERGLIMITS LL-PL-PI Surface Elev.: 107.0 (Ft.) ELEVATION (Ft.)SAMPLE TYPEWATER LEVELOBSERVATIONSDEPTH (Ft.)5 RECOVERY ()SAMPLE NUMBERFIELD TESTRESULTSDEPTH LOCATION See Exhibit A-3 Latitude: 45.64219° Longitude: -111.04756° WATER LEVEL OBSERVATIONS No free water observed APPENDIX B SUPPORTING INFORMATION Geotechnical Engineering Report Sacajawea Middle School Expansion ■ Bozeman, Montana February 18, 2016 ■ Terracon Project No. AJ165001 Reliable ■ Responsive ■ Resourceful Exhibit B-1 Laboratory Testing As a part of the laboratory testing program, the soil samples were classified in the laboratory based on visual observation, texture, plasticity, and the laboratory testing performed as noted below. The soil descriptions presented on the boring logs are in accordance with our enclosed General Notes, and Unified Soil Classification System (USCS). The estimated group symbol for the USCS is also shown on the logs, and a brief description of the Unified System is included in this report. Results of the laboratory tests are presented on the logs and/or included herein. Selected soil samples were tested for the following properties:  Water Content (ASTM D6780);  Atterberg Limits (ASTM D4318;)  Grain Size Distribution (ASTM D422);  Consolidation/Swell (ASTM D4546);  Unconfined Compression Test (ASTM D2166); 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH PL PIBoring ID Depth Description LEAN CLAY LEAN CLAY WITH SAND LEAN CLAY with SAND LEAN CLAY with SAND CL CL CL Fines P LAS TIC IT Y I NDE X LIQUID LIMIT"U" Line"A" Line 49 40 35 42 25 19 20 19 24 21 15 23 89 75 79 LL USCS B-1 B-3 B-4 B-8 ATTERBERG LIMITS RESULTS ASTM D4318 5 - 6.5 7.5 - 9 7.5 - 9 5 - 6.5 212 Zoot Way, Suite B Bozeman, Montana PROJECT NUMBER: AJ165001PROJECT: Sacajawea Middle School Expansion SITE: 3525 3rd Avenue South Bozeman, Montana CLIENT: Bozeman Public Schools, FacilitiesDepartment Bozeman, Montana EXHIBIT: B-2 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS AJ165001 - SMS.GPJ TERRACON2015.GDT 2/17/16CL-ML 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 B-1 B-3 B-4 B-7 B-8 49 35 42 0.633 1.682 6.756 13.105 0.18 25 0.18 37.5 0.18 6 16 20 30 40 501.5 2006810 0.0 45.4 0.0 58.3 0.0 14 88.8 15.3 75.1 11.0 78.5 %Fines LL PL PI 413/4 1/2 60 fine B-1 B-3 B-4 B-7 B-8 218.79 GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHTcoarse fine HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 25 20 19 24 15 23 3.60 D100 Cc Cu SILT OR CLAY 4 %Sand%GravelD30D10 5 - 6.5 15 - 16.5 7.5 - 9 4 - 5.5 5 - 6.5 3/8 3 10014032 COBBLES GRAVEL SAND USCS Classification 11.2 39.3 24.9 30.7 21.5 D60 coarse medium Boring ID Depth Boring ID Depth GRAIN SIZE DISTRIBUTION ASTM D422 5 - 6.5 15 - 16.5 7.5 - 9 4 - 5.5 5 - 6.5 LEAN CLAY (CL) CLAYEY GRAVEL WITH SAND () LEAN CLAY with SAND (CL) POORLY-GRADED GRAVEL WITH CLAY AND SAND () LEAN CLAY with SAND (CL) 212 Zoot Way, Suite B Bozeman, Montana PROJECT NUMBER: AJ165001PROJECT: Sacajawea Middle School Expansion SITE: 3525 3rd Avenue South Bozeman, Montana CLIENT: Bozeman Public Schools, FacilitiesDepartment Bozeman, Montana EXHIBIT: B-3 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 AJ165001 - SMS.GPJ 35159097 - ATTERBERG ISSUE.GPJ 2/17/16 0.0 200.0 400.0 600.0 800.0 1000.0 1200.0 1400.0 1600.0 1800.0 0.00 1.00 2.00 3.00 4.00 5.00 6.00Compressive Strength (psf) Strain (%) Unconfined Compression (Qu) ASTM D-2166 Corrected Strength Unconfined Compression (Qu) of Cohesive Soil ASTM D-2166 Project:Sacajawea Middle School Expansion Laboratory No.: Job No.:AJ165001 Soil Class.: Lean Clay wih Sand Diameter:2.875 Boring No.:B-4 Depth:4.0-6.0' Length:6.0000 Type of Sample: STS Date Broke: 8-Feb-16 Comp. Rate: 0.70 Factor: 2.043634386 Volume (cu. ft.): 0.022540995 Wet Wt. (g): 1409.2 L/D Ratio: 2.09 Wet Unit Wt.: 119.8998064 Dry Wt. (g): 1167.2 L/D Correction: 1 Dry Unit Wt.: 96.23086676 Pan Wt. (g): 183.3 Tested By: BE Area:0.04508199 Moisture % 24.6 Checked By:BE qu value:1650.25 Time Strain% Dial Reading Proving Ring Area (ft^2) Comp Strength Corrected Strength 0.0 0.00 0.000 0.00 0.0451 0.00 0.0 0.5 0.35 0.021 3.20 0.0452 144.55 144.6 1.0 0.70 0.042 6.50 0.0454 292.59 292.6 1.5 1.05 0.063 9.20 0.0456 412.67 412.7 2.0 1.40 0.084 11.80 0.0457 527.42 527.4 2.5 1.75 0.105 15.00 0.0459 668.07 668.1 3.0 2.10 0.126 18.80 0.0460 834.34 834.3 3.5 2.45 0.147 22.50 0.0462 994.97 995.0 4.0 2.80 0.168 27.00 0.0464 1189.68 1189.7 4.5 3.15 0.189 30.20 0.0465 1325.89 1325.9 5.0 3.50 0.210 34.00 0.0467 1487.33 1487.3 5.5 3.85 0.231 36.50 0.0469 1590.90 1590.9 6.0 4.20 0.252 38.00 0.0471 1650.25 1650.2 6.5 4.55 0.273 37.80 0.0472 1635.57 1635.6 7.0 4.90 0.294 34.50 0.0474 1487.30 1487.3 7.5 5.25 0.315 20.00 0.0476 859.03 859.0 -2 -1 0 1 2 3 4 5 6 7 8 9 10100 1,000 10,000AXIAL STRAIN, %PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D2435 NOTES: 1392 13th Ave. SW Great Falls, Montana Specimen Identification Classification , pcf 97B-4 24 WC, %LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS AJ165001.GPJ TERRACON2012.GDT 2/10/16.173 .451 .990 1.594 2.649 2.267 Before Wet Unit Wt. = 121.1pcfBefore Dry UNit Wt. = 97.3pcf Before MC% = 24.4 After Wet Unit Wt. = 124.1pcf After Dry UNit Wt. = 99.6pcf After MC% = 24.6 INUNDATED 4 ft Lean Clay w/Sand PROJECT: Sacajawea Middle School PROJECT NUMBER: AJ165001 SITE: 3525 3rd Avenue South CLIENT: Bozeman Public Schools EXHIBIT: B-5 APPENDIX C SUPPORTING DOCUMENTS Trace WithModifier Water Level After a Specified Period of Time GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL TraceWithModifier Standard Penetration orN-ValueBlows/Ft. Descriptive Term (Consistency) Loose Very Stiff Exhibit C-1 Standard Penetration orN-ValueBlows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Medium Dense Dense Very Dense 0 - 1 < 3 4 - 9 2 - 4 3 - 4 Medium-Stiff 5 - 9 30 - 50 WATER LEVELAuger Shelby Tube Ring Sampler Grab Sample 8 - 15 Split Spoon Macro Core Rock Core PLASTICITY DESCRIPTION Term < 15 15 - 29> 30 Descriptive Term(s) of other constituents Water InitiallyEncountered Water Level After aSpecified Period of Time Major Component of SamplePercent ofDry Weight (More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration ResistanceIncludes gravels, sands and silts. Hard Very Loose 0 - 3 0 - 6 Very Soft 7 - 18 Soft 10 - 29 19 - 58 59 - 98 Stiff less than 500 500 to 1,000 1,000 to 2,000 2,000 to 4,000 4,000 to 8,000> 99 LOCATION AND ELEVATION NOTESSAMPLING FIELD TESTS(HP) (T) (b/f) (PID) (OVA) DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Descriptive Term (Density) Non-plasticLow MediumHigh Boulders CobblesGravelSand Silt or Clay 10 - 18 > 50 15 - 30 19 - 42 > 30 > 42 _ Hand Penetrometer Torvane Standard PenetrationTest (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer Water levels indicated on the soil boring logs are the levels measured in theborehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils,accurate determination of groundwater levels is not possible with short term water level observations. CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance DESCRIPTIVE SOIL CLASSIFICATION > 8,000 Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency. Plasticity Index 01 - 10 11 - 30> 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s)of other constituents Percent ofDry Weight < 55 - 12> 12 No Recovery RELATIVE DENSITY OF COARSE-GRAINED SOILS Particle Size Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)STRENGTH TERMSUnconfined Compressive Strength, Qu, psf 4 - 8 GENERAL NOTES Exhibit C-2 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M PI  4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. 2' layer of 3/8" to 3/4" open-gradeddrainage aggregate wrapped withnon-woven geotextile wrap, suchas Mirafi 160N, or approvedalternate. 4" diameter slotted ADSunderdrain sloped at 0.002 ft/ftto positive outlet. Underdrainage should follow footinggrade around the full perimeter 20 mil Polyethylene Sheeting Single-sided Drainage Compositewrapped with non-wovengeotextile, such as MiradrainG100N, or approved alternate. 1' Soil Cover Geocomposite Option Aggregate Option Backfill Zone 3/8" to 3/4" open-graded drainageaggregate with non-wovengeotextile wrap, such as Mirafi160N, or approved alternatebetween clay and aggregate. 4" diameter slotted ADSunderdrain sloped at 0.002 ft/ftto positive outlet. Underdrainage should follow footinggrade around the full perimeter 20 mil Polyethylene Sheeting 1' Soil Cover Structural Fill 2' Nominal 20 mil Polyethylene Sheeting BB/2 B/2 C A B/2 Geogrids (Tensar Bx1200) Structural Fill Concrete Foundation 1 1 Project Mngr: Approved By: Checked By: Drawn By: Project No. Scale: Date: File No.Consulting Engineers and Scientists qallow = 3 ksf Lean Clay 212Zoot Way Suite. B Bozeman, Montana PH. (406)586-2687 AJ165001 As Shown JP JP 5/12/2016 Geotextile (Mirafi 140N) RSF Dimensions Footing Width, B (ft)Structural Fill Structural Fill Depth to 1st Vertical Grid # of Grid LayersThickness, B/2 (ft) Width-Top, 2B (ft) Geogrid, A (ft) Spacing, C (ft) 3 1.5 6 0.5 1.0 1 4 2.0 8 0.5 1.0 2 5 2.5 10 1.0 1.0 2 6 3.0 12 1.0 1.0 2 Exhibit C-5 Notes 1. Structural Fill shall meet specifications of geotechnical engineering report dated 02/12/2016. 2. Geogrids shall be Tensar Bx1200. 3. Native till surface shall be neat cut, free of loose material. Reinforced Soil Foundation (RSF) SACAJAWEA MIDDLE SCHOOL EXPANSION Boz eman, Montana Appendix A Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)343690.7890.901.000.900.90 0.71010300.0000.201.000.200.2000 1.00 0 1.00 0 1.00 34369 0.78900.7101Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.71Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 3904.069ft3Post-Project: Courtyard Dry WellRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.9000Cwd x Cf =0.90Runoff VolumeDischarge VolumeSite Detention(ft3)(ft3)(ft3)390.350.00390.35685.630.00685.63873.880.00873.881007.120.001007.121113.810.001113.811204.290.001204.291283.640.001283.641354.800.001354.801419.620.001419.621479.370.001479.371534.940.001534.941587.000.001587.001636.080.001636.081768.980.001768.981885.540.001885.541990.070.001990.072085.280.002085.282254.670.002254.672403.240.002403.244975.973063.070.003063.073904.070.003904.07 Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC'(ft2)(Acres)=(C x Cf) < or = 1135523 3.1110.901.000.900.901836904.2170.201.000.200.200 1.000 1.000 1.00319213 7.3281Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 20031.283ft325531.0915716.23 0.00 15716.2320031.28 0.00 20031.2811568.43 0.00 11568.4312330.70 0.00 12330.7010210.77 0.00 10210.7710699.31 0.00 10699.319076.400.009076.409674.470.009674.478142.720.008142.728394.510.008394.517590.440.007590.447875.570.007875.576951.300.006951.307283.890.007283.896179.050.006179.056586.200.006586.205167.430.005167.435714.820.005714.823517.890.003517.894483.760.004483.76(ft3)(ft3)(ft3)2002.820.002002.82Cwd x Cf =Runoff Volume Discharge Volume Site Detention= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.4972Post-Project: Ex. North PondRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)288530.6620.901.000.900.90 0.596136346510.7950.201.000.200.200.1590960 1.00 0 1.00 0 1.00 63504 1.45790.7552Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.76Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 4152.180ft3Post-Project: South PondRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.5180Cwd x Cf =0.52Runoff VolumeDischarge VolumeSite Detention(ft3)(ft3)(ft3)415.150.00415.15729.200.00729.20929.420.00929.421071.130.001071.131184.600.001184.601280.820.001280.821365.220.001365.221440.900.001440.901509.840.001509.841573.380.001573.381632.490.001632.491687.860.001687.861740.050.001740.051881.400.001881.402005.370.002005.372116.540.002116.542217.800.002217.802397.960.002397.962555.970.002555.975292.213257.730.003257.734152.180.004152.18 Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)360420.8270.901.000.900.90 0.7446690.0000.201.000.200.2000 1.00 0 1.00 0 1.00 36042 0.82740.7447Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.74Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 4094.109ft35218.193212.17 0.00 3212.174094.11 0.00 4094.112364.42 0.00 2364.422520.22 0.00 2520.222086.94 0.00 2086.942186.79 0.00 2186.791855.09 0.00 1855.091977.32 0.00 1977.321664.26 0.00 1664.261715.72 0.00 1715.721551.38 0.00 1551.381609.65 0.00 1609.651420.75 0.00 1420.751488.72 0.00 1488.721262.91 0.00 1262.911346.13 0.00 1346.131056.15 0.00 1056.151168.03 0.00 1168.03719.010.00719.01916.420.00916.42(ft3)(ft3)(ft3)409.350.00409.35Cwd x Cf =0.90Runoff VolumeDischarge VolumeSite Detention= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.9000Post-Project: SW-New Dry WellRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)128680.2950.901.000.900.90 0.2658680.0000.201.000.200.2000 1.00 0 1.00 0 1.00 12868 0.29540.2659Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.27Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 1461.711ft3Post-Project: W-New Dry WellRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.9000Cwd x Cf =0.90Runoff VolumeDischarge VolumeSite Detention(ft3)(ft3)(ft3)146.150.00146.15256.710.00256.71327.190.00327.19377.070.00377.07417.020.00417.02450.890.00450.89480.600.00480.60507.250.00507.25531.520.00531.52553.890.00553.89574.690.00574.69594.190.00594.19612.560.00612.56662.320.00662.32705.960.00705.96745.090.00745.09780.740.00780.74844.160.00844.16899.790.00899.791146.840.001146.841461.710.001461.711863.04 Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC'(ft2)(Acres)=(C x Cf) < or = 1135523 3.1110.901.000.900.901836904.2170.201.000.200.200 1.000 1.000 1.00319213 7.3281Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 20031.283ft325531.0915716.23 0.00 15716.2320031.28 0.00 20031.2811568.43 0.00 11568.4312330.70 0.00 12330.7010210.77 0.00 10210.7710699.31 0.00 10699.319076.400.009076.409674.470.009674.478142.720.008142.728394.510.008394.517590.440.007590.447875.570.007875.576951.300.006951.307283.890.007283.896179.050.006179.056586.200.006586.205167.430.005167.435714.820.005714.823517.890.003517.894483.760.004483.76(ft3)(ft3)(ft3)2002.820.002002.82Cwd x Cf =Runoff Volume Discharge Volume Site Detention= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.4972Post-Project: Ex. North PondRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)288530.6620.901.000.900.90 0.596136346510.7950.201.000.200.200.1590960 1.00 0 1.00 0 1.00 63504 1.45790.7552Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.76Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 4152.180ft3Post-Project: South PondRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.5180Cwd x Cf =0.52Runoff VolumeDischarge VolumeSite Detention(ft3)(ft3)(ft3)415.150.00415.15729.200.00729.20929.420.00929.421071.130.001071.131184.600.001184.601280.820.001280.821365.220.001365.221440.900.001440.901509.840.001509.841573.380.001573.381632.490.001632.491687.860.001687.861740.050.001740.051881.400.001881.402005.370.002005.372116.540.002116.542217.800.002217.802397.960.002397.962555.970.002555.975292.213257.730.003257.734152.180.004152.18 Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)360420.8270.901.000.900.90 0.7446690.0000.201.000.200.2000 1.00 0 1.00 0 1.00 36042 0.82740.7447Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.74Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 4094.109ft35218.193212.17 0.00 3212.174094.11 0.00 4094.112364.42 0.00 2364.422520.22 0.00 2520.222086.94 0.00 2086.942186.79 0.00 2186.791855.09 0.00 1855.091977.32 0.00 1977.321664.26 0.00 1664.261715.72 0.00 1715.721551.38 0.00 1551.381609.65 0.00 1609.651420.75 0.00 1420.751488.72 0.00 1488.721262.91 0.00 1262.911346.13 0.00 1346.131056.15 0.00 1056.151168.03 0.00 1168.03719.010.00719.01916.420.00916.42(ft3)(ft3)(ft3)409.350.00409.35Cwd x Cf =0.90Runoff VolumeDischarge VolumeSite Detention= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.9000Post-Project: SW-New Dry WellRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas Design Storm Frequency =10 years(Enter 2, 5, 10, 25, 50, 100)Discharge Rate, d =0.000 cfsInput values for runoff coefficients from appropriate tables.Area Area Runoff Coefficient Frequency FactorCalculation ValueAA/(43560 ft2/acre)CCfC x CfC' C' x A(ft2)(Acres)=(C x Cf) < or = 1(Acres)128680.2950.901.000.900.90 0.2658680.0000.201.000.200.2000 1.00 0 1.00 0 1.00 12868 0.29540.2659Weighted Runoff Coefficient, CwdSCjAjSAjCwd x Cf x SAj =0.27Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type jRainfall RainfallDuration, t Intensity, i(min) (in/hr)19.1653.22102.05151.58201.31251.13301.00350.91400.83450.77500.72550.68600.64750.55900.491050.441200.411500.351800.313600.207200.1314400.08Storage Required = 1461.711ft3Post-Project: W-New Dry WellRATIONAL METHOD FOR RUNOFF CALCULATIONSSurface TypeImpervious (roofs, parking)Landscaped Open Areas= Cwd x SAj x i x t= d x t= Runoff Volume - Discharge VolumeTotals==0.9000Cwd x Cf =0.90Runoff VolumeDischarge VolumeSite Detention(ft3)(ft3)(ft3)146.150.00146.15256.710.00256.71327.190.00327.19377.070.00377.07417.020.00417.02450.890.00450.89480.600.00480.60507.250.00507.25531.520.00531.52553.890.00553.89574.690.00574.69594.190.00594.19612.560.00612.56662.320.00662.32705.960.00705.96745.090.00745.09780.740.00780.74844.160.00844.16899.790.00899.791146.840.001146.841461.710.001461.711863.04 TABLE I-1: Runoff Coefficients for Use in the Rational Method LAND USE RUNOFF COEFFICIENTS, C Open Land 0.2 Low to Medium Density Residential 0.35 Dense Residential 0.5 Commercial Neighborhood 0.6 Commercial Downtown 0.8 Industrial 0.8 Design Standards and Specifications Policy City of Bozeman, March 2004 as Amended RAINFALL INTENSITY-DURATION CURVES (Figures I-2, I-3) Time 2 5 10 25 50 100 (min)(in/hr)(in/hr)(in/hr)(in/hr)(in/hr)(in/hr) 1 4.20 7.15 9.16 10.72 13.72 15.69 5 1.60 2.55 3.22 3.83 4.74 5.34 10 1.05 1.64 2.05 2.46 3.00 3.35 15 0.83 1.26 1.58 1.89 2.30 2.56 20 0.70 1.05 1.31 1.58 1.90 2.11 25 0.61 0.91 1.13 1.37 1.64 1.82 30 0.55 0.81 1.00 1.22 1.45 1.61 35 0.50 0.73 0.91 1.10 1.31 1.45 40 0.46 0.67 0.83 1.01 1.20 1.33 45 0.43 0.63 0.77 0.94 1.11 1.22 50 0.40 0.58 0.72 0.88 1.04 1.14 55 0.38 0.55 0.68 0.82 0.97 1.07 60 0.36 0.52 0.64 0.78 0.92 1.01 75 0.31 0.45 0.55 0.68 0.79 0.87 90 0.28 0.40 0.49 0.60 0.70 0.77 105 0.26 0.36 0.44 0.55 0.64 0.69 120 0.24 0.33 0.41 0.50 0.58 0.63 150 0.21 0.29 0.35 0.43 0.50 0.55 180 0.19 0.26 0.31 0.39 0.45 0.48 360 0.12 0.17 0.20 0.25 0.28 0.30 720 0.08 0.11 0.13 0.16 0.18 0.19 1440 0.05 0.07 0.08 0.10 0.11 0.12 Storm Recurrence Interval STORMWATER MANAGEMENT MANUAL TABLE 2-5 FREQUENCY FACTORS FOR THE RATIONAL FORMULA Recurrence Interval Adjustment Factor (Years)Cf 2 1.00 5 1.00 10 1.00 25 1.10 50 1.20 100 1.25 * C X Cf should not exceed 1.0 Design Standards and Specifications Policy City of Bozeman, March 2004 as Amended Zoning District/Design Storm Requirement Zoning Type Design Rainfall Frequency Open Land 2-year Residential 10-year Commercial 10-year (p. 28, Table I-3) Appendix B Sacajawea Middle School Stormwater Maintenance Plan Type Maintenance Frequency Dry Wells and Stormwater Structures Dry wells are to be cleaned and removed of sediment annually. Dry wells are to be inspected after large storm events to ensure they are still in working order. If sediment has accumulated in the structure after a large storm event it should be cleaned as soon as possible. Annually or as needed based on inspection. Detention Basin Basins are to be cleaned and removed of sediment bi-annually. Basins are to be inspected after large storm events to ensure they are still in working order. If sediment has accumulated in the structure after a large storm event it should be cleaned as soon as possible. Bi-Annually or as needed based on inspection. NORTH050SCALE: 1"=50'1002550issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C1.0OVERALL EXISTING SITE PLANNOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.LEGAL DESCRIPTION:A TRACT OF LAND LOCATED IN THE SW 1/4 OF THE SE 1/4 OF SECTION 24, TOWNSHIP 2S, RANGE 5E, IN THE BOZEMAN, GALLATINCOUNTY, MONTANA AS RECORDED ON C.O.S. 482, CONTAINING 28.759 ACRES issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C2.0EXISTING TOPOGRAPHY AND DEMOLITION PLAN - NORTHGENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.SITE DEMOLITION NOTES:- ALL LOCATIONS AND DIMENSIONS OF EXISTING FEATURES ARE APPROXIMATE AND THE PROJECT DRAWINGS MAY NOT INCLUDE ALLEXISTING FEATURES WITHIN THE PROJECT BOUNDARIES. THE CONTRACTOR SHALL THOROUGHLY REVIEW THE SITE PRIOR TO BIDDINGAND CONSTRUCTION TO BECOME FAMILIAR WITH THE EXISTING SITE FEATURES AND CONDITIONS. IF DISCREPANCIES ARE FOUNDBETWEEN THE PROJECT DRAWINGS AND FIELD CONDITIONS THE CONTRACTOR SHALL CONTACT THE PROJECT ENGINEER FORCLARIFICATION.- THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING AND PAYING FOR ALL PERMITS NECESSARY TO COMPLETE THE PROPOSEDWORK INCLUDING DEMOLITION, RIGHT-OF-WAY AND ENVIRONMENTAL PERMITS.- ALL PUBLIC AND PRIVATE UTILITY TERMINATIONS, RELOCATIONS AND REMOVALS TO BE COORDINATED WITH THE APPLICABLE UTILITYPROVIDERS AND PERFORMED IN ACCORDANCE TO THEIR RESPECTIVE STANDARDS AND SPECIFICATIONS.- ALL EXISTING MATERIALS TO BE REMOVED SHALL BE PROPERLY DISPOSED OF IN ACCORDANCE TO ALL FEDERAL, STATE AND LOCALREGULATIONS.- ALL REMOVED, DISTURBED OR DAMAGED EXISTING ASPHALT, CURB AND GUTTER, PUBLIC SIDEWALK AND PAVEMENT MARKINGSWITHIN THE PUBLIC RIGHT-OF-WAY TO BE RESTORED IN ACCORDANCE TO MDT STANDARDS. ALL ASPHALT MATCH LINES SHALL BE SAWCUT TO PROVIDE FLUSH TRANSITION.- ALL EXCAVATIONS OR VOIDS CREATED DURING DEMOLITION SHALL BE BACKFILLED AND COMPACTED IN A CONTROLLED MANNER PERTHE PROJECT GEOTECHNICAL REQUIREMENTS.- REMOVE AND DISPOSE ALL MISCELLANEOUS ITEMS AND DEBRIS AS REQUIRED TO PROVIDE CLEAN AND WORKABLE SITE.NORTH020SCALE: 1"=20'401020NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY NORTH020SCALE: 1"=20'401020issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C2.1EXISTING TOPOGRAPHY AND DEMOLITION PLAN - SOUTHNOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.SITE DEMOLITION NOTES:- ALL LOCATIONS AND DIMENSIONS OF EXISTING FEATURES ARE APPROXIMATE AND THE PROJECT DRAWINGS MAY NOT INCLUDE ALLEXISTING FEATURES WITHIN THE PROJECT BOUNDARIES. THE CONTRACTOR SHALL THOROUGHLY REVIEW THE SITE PRIOR TO BIDDINGAND CONSTRUCTION TO BECOME FAMILIAR WITH THE EXISTING SITE FEATURES AND CONDITIONS. IF DISCREPANCIES ARE FOUNDBETWEEN THE PROJECT DRAWINGS AND FIELD CONDITIONS THE CONTRACTOR SHALL CONTACT THE PROJECT ENGINEER FORCLARIFICATION.- THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING AND PAYING FOR ALL PERMITS NECESSARY TO COMPLETE THE PROPOSEDWORK INCLUDING DEMOLITION, RIGHT-OF-WAY AND ENVIRONMENTAL PERMITS.- ALL PUBLIC AND PRIVATE UTILITY TERMINATIONS, RELOCATIONS AND REMOVALS TO BE COORDINATED WITH THE APPLICABLE UTILITYPROVIDERS AND PERFORMED IN ACCORDANCE TO THEIR RESPECTIVE STANDARDS AND SPECIFICATIONS.- ALL EXISTING MATERIALS TO BE REMOVED SHALL BE PROPERLY DISPOSED OF IN ACCORDANCE TO ALL FEDERAL, STATE AND LOCALREGULATIONS.- ALL REMOVED, DISTURBED OR DAMAGED EXISTING ASPHALT, CURB AND GUTTER, PUBLIC SIDEWALK AND PAVEMENT MARKINGSWITHIN THE PUBLIC RIGHT-OF-WAY TO BE RESTORED IN ACCORDANCE TO MDT STANDARDS. ALL ASPHALT MATCH LINES SHALL BE SAWCUT TO PROVIDE FLUSH TRANSITION.- ALL EXCAVATIONS OR VOIDS CREATED DURING DEMOLITION SHALL BE BACKFILLED AND COMPACTED IN A CONTROLLED MANNER PERTHE PROJECT GEOTECHNICAL REQUIREMENTS.- REMOVE AND DISPOSE ALL MISCELLANEOUS ITEMS AND DEBRIS AS REQUIRED TO PROVIDE CLEAN AND WORKABLE SITE. 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44 4 4 4 .5 .5 .5 .5 .5 .5.5 .5.5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5.5.5.5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 3 3 33 3 3 3 3 3 33 3 3 3 3 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 4 4 4 4 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 3 3 3 3 3 3 3 3 3 3 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 222 2 2 2 2 2 2 2 2 2 2 2 222 2 2 2 2 2 4 4 4 4 4 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5.5 .5 .5 .5 .5 .5 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1.1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 .1 3 3 3 3 3 3 3 3 33 3 3 3 3 3 3 33 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 111111111 1 1 1 1 1 1111111111111111111111 1 1 1 1 1 111111 1 1 1 1 111111 1 1 1 1 1111111 1 1 1 1 1 1 1 1 11 1111111111 2 2 2 2 2 2 22 2 2 2 2 2 2 2 2 2 2 2 2 222 2 2 2 2 22222 2 2 2222222222 .5 .5 .5 .5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5.5 .5 .5.5 .5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5 .5.5.5.5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5.5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1 .1 .1 .1 .1.1.1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1.1 .1 .1 .1 3 3 3 3 3 3 3 3 3 3 33 3 33333 3 3 3 3 3 40' BUS 40' BUS 40' BUS40' BUS40' BUS D D CO BOL BOL BOL BOL BOL BOL LC1-25 LE3-13P1P1 P1(RELOCATED)P1P1P3P2P2P2P2P3P1P1P1P1P3P1(NEW)P1(RELOCATED)P1(RELOCATED)P2P2P2P1(NEW)P3P1(NEW)P3KEY NOTES:project #revisiondatephaseissue datesheetprojectownerPHASE 14/1/2016 8:07:09 AMOVERALL SITE LIGHTING PLAN(2)E1.11552.05404.04.2016BID DOCUMENTS3525 SOUTH 3RD RD, BOZEMAN, MT 59715SACAJAWEA MIDDLE SCHOOLBOZEMAN PUBLIC SCHOOLSBID DOCUMENTS 1" = 30'-0"1OVERALL SITE LIGHTING PLANNORTH111NOTES:1.P1 - EXISTING 14' POLE & SINGLE HEAD TO REMAIN.P1(RELOCATED) - EXISTING 14' POLE & SINGLE HEAD, RELOCATE AS SHOWN.P1(NEW) - NEW 14' POLE & SINGLE HEAD.2.COMPLY WITH CITY OF BOZEMAN ROADWAY LIGHTING SPECIFICATIONS.22SITE LIGHTING SCHEDULEMARK TYPE / DIMENSION LAMPS DIMMING EMERGENCYMOUNTING /HEIGHTVOLTMANUFACTURER SERIES / PART NO.NotesP1 EXTERIOR SITE / 14' POLE &16" HEADLED No No POLE / 16' AFG120 VPHILIPS STONCO ELA16-1-3-110LA-NW-UNIV-BLP SEE NOTE 1P2 EXTERIOR SITE / 22' POLE &16" HEADLED No No POLE / 24' AFG120 VPHILIPS STONCO ELA16-1-3-110LA-NW-UNIV-BLP-HSP3 NEW STREET LIGHT LED No NoSEE NOTE 2S. THIRD AVE.PHOTOMETRIC FOOTCANDLE LEGENDRED - 0.1 FCPINK-0.5 FCTEAL-1 FCGREEN- 2 FCBLUE - 3 FCDARK BLUE - 4 FCCONTRACTOR TO VERIFY LOCATION OF HOME-RUN FEEDING SITE LIGHTING.IF EXISTING UNDERGROUND HOME-RUN IS INTERRUPTED DURING SITE WORK,RE-FEED AS REQUIRED FOR A FULLY FUNCTIONAL SITE LIGHTING SYSTEM.RELOCATE POLE TO THE NORTH, SO FIXTURE IS LOCATED IN GRASSY AREABETWEEN SIDEWALKS AS SHOWN. RE-FEED POLE FROM BOTH SIDES TOAVOID NEW FOUNDATIONS ON 7TH GRADE WINGS.PROVIDE NEW FEEDER: 1" SCH. 40 PVC, (2) #8, #10 GND.INTERCEPT EXISTING CIRCUIT AND SPLICE IN NEW FEEDER. PROVIDE HANDHOLE: OLDCASTLE PRE-CAST 07081111 ROUND PULL BOX, OR EQUAL.TERMINATE CONDUIT FOR NEW CITY LIGHT POLES IN HANDHOLE:OLDCASTLE PRE-CAST 07081111 ROUND PULL BOX, OR EQUAL.PROVIDE CONDUIT ONLY: 1" SCH. 40 PVC.3443333333333334556666633 23 22 19 6 35 36 4 0 ' B U S 4 0 ' B U S 4 0 ' B U S CO 4 0 ' B U S 4 0 ' B U S D D CO D T BOL BOL BOL BOL BOL BOL BOL BOL BOL 5 ' - 2 3 /4 "SACAJAWEA MIDDLE SCHOOL ARCH. F.F. 100'-0" = CIVIL F.F 5009.4 PARENT DROP-OFF STAFF PARKING LAWN LAWN LAWN LAWN LAWN FIELD FOOTBALL FIELD COURTYARD WORK TO BE COMPLETED IN PHASE 2 PLAY EQUIPMENT PLAY EQUIPMENT MAIN ENTRANCE B U S D R O P -O F F EVENT PARKING VI SI T OR P ARKI NGPARENT DROP-OF F CLASS COURTYARD WORK TO BE COMPLETED IN PHASE 2 CLASS COURTYARD WORK TO BE COMPLETED IN PHASE 2 CLASS COURTYARD WORK TO BE COMPLETED IN PHASE 2 EMERGENCY ACCESS ROAD WITH TURN AROUND EMERGENCY ACCESS ROAD WITH TURN AROUND GOAL POSTS NEW RETENTION POND EXISTING RETENTION POND TO REMAIN SERVICE ACCESS SOUTH 3RD AVENUEFUTURE BLACKWOOD ROAD CAMBRIDGE DRIVE ALT #4: TEMPORARY ACCESS DRIVE N E W S T R U C T U R E E X IS T IN G S T R U C T U R E NEW STRUCTURE EXISTING STRUCTURE NE W S T RUC T U REE X I ST I NG ST RUCTUR E EX I ST I NG STRUCTURENE W S T RUCT URE EX I S T I NG STRUCT URENE W ST RUCT URE DUMPSTER SCREEN WALL MECHANICAL SCREEN WALL LONG JUMP PITS EXISTING BIKE RACKS TO REMAIN (1)A1.1 2 (1)A1.1 4 5' - 0"5 EQ TREADS = 5'-0"(1)A1.1 31' - 0"1' - 0"1' - 0"1' - 0"DN STEEL HANDRAIL BOTH SIDES, TYP 3' - 0"1' - 0"= 3'-5"6 RISERS @ 6.8"1 1/4" OD SCHED. 40 STEEL HANDRAIL. CORE DRILL AND EPOXY SET IN CONCRETE RETAINING WALL 5' - 0" (1)A1.1 51' - 0"1' - 0"= 2'-0"2 EQ TREADS1' - 0"1' - 0"DN STEEL HANDRAIL BOTH SIDES, TYP 3' - 0"1' - 0" 1 1/4" OD SCHED. 40 STEEL HANDRAIL. CORE DRILL AND EPOXY SET IN CONCRETE RETAINING WALL project # revision date phase issue datesheet projectownerPHASE 1 4/1/2016 2:31:25 PMARCHITECTURAL SITE PLAN(1)A1.1 15129.00 04.04.2016 BID DOCUMENTS3525 SOUTH 3RD RD, BOZEMAN, MT 59715SACAJAWEA MIDDLE SCHOOLBOZEMAN PUBLIC SCHOOLSBID DOCUMENTS: 1" = 40'-0"(1)A1.1(1)A4.1 1 ARCHITECTURAL SITE PLAN NORTH SITE INFORMATION OWNER: BOZEMAN SCHOOL DISTRICT PROPERTY ADDRESS: 3525 SOUTH 3RD AVENUE TOWNSHIP: 02 S RANGE: 05 E SECTION: 24 FULL LEGAL: S24, T02 S, R05 E, C.O.S. 482, ACRES 28.759, TRACT IN SW4SE4 GEOCODE: 06-0798-24-4-01-02-0007 ZONING: PUBLIC LANDS/INSTITUTIONS (PLI) PARKING DATA PARKING REQUIRED: 1.5 PER CLASSROOM, LIBRARY, & CAFETERIA + 1 PER EVERY 3 FIXED SEATS IN ASSEMBLY 398 TOTAL SPACES REQUIRED PARKING PROVIDED: 169 SPACES HANDICAP SPACES REQUIRED: 8 PER 301-400 TOTAL PARKING SPACES 6 PER 151-200 TOTAL PARKING SPACES VAN SPACES: 1 PER 8 REQ'D HANDICAP SPACES HANDICAP SPACES PROVIDED: 6 SPACES PROVIDED 1 VAN SPACE PROVIDED : 1/2" = 1'-0"(1)A1.1(1)A1.1 2 ENLARGED SITE STAIR (PHASE II) : 1/2" = 1'-0"(1)A1.1(1)A1.1 3 STAIR HANDRAIL RETURN (PHASE II) : 1/2" = 1'-0"(1)A1.1(1)A1.1 4 ENLARGED SITE STAIR (PHASE II) : 1/2" = 1'-0"(1)A1.1(1)A1.1 5 STAIR HANDRAIL RETURN (PHASE II) issue datedateproject owner sheetphaserevisionproject #15129SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSFOR BIDDINGPURPOSES ONLY-NOT FORCONSTRUCTIONSWPPPSWPPP PLANGENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.NORTH040SCALE: 1"=40'802040 issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16ASPHALT SURFACE RESTORATION DETAILC6.0DETAILSNOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY NORTH020SCALE: 1"=20'NOTE:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THEENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER, POWER, GAS, STORM, SEWER,TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAW REQUIRES CONTRACTOR TO CALL ALL UTILITYCOMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION, APRIL, 2010,AND THE CITY OF BILLINGS STANDARD MODIFICATIONS, DATED FEBRUARY, 2015.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGE OF A LANDSURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED IN CONSTRUCTION LAYOUT ANDSTAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.401020issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C5.1UTILITY PLAN - SOUTHPM:\15016.04 WS 15074_UTILITY_PROD.DWGQC: DR-10/26/15NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS. NORTH020SCALE: 1"=20'401020issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C5.0UTILITY PLAN - NORTHNOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS. NORTH020SCALE: 1"=20'401020issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C4.1GRADING PLAN - SOUTHNOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.* = ALL ITEMS ASSOCIATED WITH FUTURE BLACKWOOD ROAD TO BE BID AS BID ALTERNATE 4 issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C4.0GRADING PLAN - NORTHNORTH020SCALE: 1"=20'401020NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS. issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C3.2SITE PLAN - SOUTHNORTH020SCALE: 1"=20'401020PM:\15016.04 WS 15074_SITE_PROD.DWGQC: DR-10/26/15NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS. issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C3.1SITE PLAN - NORTHNORTH020SCALE: 1"=20'401020NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS. issue datedateproject owner sheetrevisionproject #15129.0004.04.2016SACAJAWEA MIDDLE SCHOOL3525 SOUTH 3RD AVE., BOZEMAN, MT 59715 BOZEMAN PUBLIC SCHOOLSSITE PLANAPPLICATION-NOT FORCONSTRUCTION04/04/16C3.0OVERALL SITE PLAN GENERAL NOTES:-EXISTING UNDERGROUND INSTALLATIONS & PRIVATE UTILITIES SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATIONAVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. SERVICE LINES (WATER,POWER, GAS, STORM, SEWER, TELEPHONE & TELEVISION) MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THE PLANS. STATE LAWREQUIRES CONTRACTOR TO CALL ALL UTILITY COMPANIES BEFORE EXCAVATION FOR EXACT LOCATIONS.-ALL IMPROVEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS 6TH EDITION,APRIL, 2010, AND CITY OF BOZEMAN STANDARD MODIFICATIONS.-UNLESS OTHERWISE SPECIFIED, ALL CONSTRUCTION LAYOUT AND STAKING SHALL BE PERFORMED UNDER THE RESPONSIBLE CHARGEOF A LAND SURVEYOR LICENSED IN THE STATE OF MONTANA AND BY A PARTY CHIEF OR ENGINEERING TECHNICIAN EXPERIENCED INCONSTRUCTION LAYOUT AND STAKING TECHNIQUES AS ARE REQUIRED BY THE SPECIFIC TYPE OF WORK BEING PERFORMED.- THE CONTRACTOR SHALL MAKE NOTE THAT THIS PROJECT IS SUBJECT TO MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITYSTORM WATER GENERAL DISCHARGE PERMIT AUTHORIZATION. CONTRACTOR SHALL PAY THE APPLICATION FEE, THE FIRST ANNUAL FEE,AND ADDITIONAL ANNUAL FEES NECESSARY UNTIL THE TERMINATION OF THE PERMIT HAS BEEN GRANTED BY THE MONTANADEPARTMENT OF ENVIRONMENTAL QUALITY (MDEQ). CONTRACTOR IS RESPONSIBLE FOR SECURING AND ADMINISTERING THE PERMITAND INSTALLATION AND MAINTENANCE OF THE EROSION CONTROL STRUCTURES. ALL STORM WATER MANAGEMENT AND EROSIONCONTROL FOR THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS SET FORTH IN THE GENERAL PERMIT FOR STORM WATERDISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY WHICH CAN BE OBTAINED FROM MDEQ AT:HTTP://WWW.DEQ.STATE.MT.US/WQINFO/MPDES/STORMWATERCONSTRUCTION.ASP- ALL SITE AND UTILITY WORK TO BE PERFORMED IN ACCORDANCE TO THE GEOTECHNICAL RECOMMENDATIONS PREPARED FOR THISPROJECT, WHICH ARE INCLUDED IN THE PROJECT SPECIFICATIONS.LEGAL DESCRIPTION:A TRACT OF LAND LOCATED IN THE SW 1/4 OF THE SE 1/4 OF SECTION 24, TOWNSHIP 2S, RANGE 5E, IN THE BOZEMAN, GALLATINCOUNTY, MONTANA AS RECORDED ON C.O.S. 482, CONTAINING 28.759 ACRESNORTH040SCALE: 1"=40'802040NOT FOR CONSTRUCTIONDESIGN FOR REVIEW PRELIMINARY SITE INFORMATION PRE-EXPANSION POST EXPANSION AREA% OF SITE AREA% OF SITEEXISTING/PROPOSED BUILDING 105,138 SF 8.45 % 147,376 SF 11.85 %DRIVEWAYS/PARKING AREAS 164,192 SF 13.20 % 201,513 SF 16.20 %BALL FIELDS/LANDSCAPE AREA 974,663 SF 78.35 % 895,104 SF 71.95 %* = ALL ITEMS ASSOCIATED WITH FUTURE BLACKWOOD ROAD TO BE BID AS BID ALTERNATE 4 PARKING FACILITIES PRE-EXPANSION POST EXPANSION AREA# SPACES AREA# SPACESEMPLOYEE PARKING22,535 SF 142 29,129 SF 142NON-EMPLOYEE 4,659 SF 28 4,659 SF 28ADA ACCESSIBLE 1,031 SF 6 1,050 SF 6UNCOVERED BIKE PARKING 2,330 SF 2,330 SFAISLES/ACCESS DRIVES/LOADING ZONES 79,421 SF 93,602 SF