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Home My WebLink AboutNarrative Gallatin Crossing Mall Redevelopment Master Site Plan Application September 15, 2022 Vicinity Map Table of Contents 1. Project Summary 2. Project Team 3. Site Plan Narrative A. General Site Information and Context B. Block Frontages C. Site Circulation & Parking D. Site Considerations E. Parkland & Affordable Housing F. Site Lighting G. Building Design H. Landscaping I. Traffic J. Water Rights K. Departures Appendices Plan Sets (Under Separate Cover) Project Summary The Gallatin Crossing Mall redevelopment began in 2020 with the permitting and construction of the Whole Foods Market located along Huffine at the former Fuddruckers restaurant site. The existing site is approximately 37.43 acres in area and is currently an existing retail mall. The City has requested that the remaining phases fall under a Master Site Plan review. The proposed development will be completed in four phases. The phases define the areas or scope of work and will run concurrently with phases overlapping in the schedule. · Phase 1 – Fall 2022 – Consists of the Healthcare and Food Hall portions of the existing mall and related site work. · Phase 2 – Spring 2023 – Consists of the 4 pad buildings (Pad C through F) totaling 49,192 SF and related site work. · Phase 3 – Spring 2024 consists of parking improvements for Barnes & Noble & the Cinema. · Phase 4 – Fall 2025 – Consists of future redevelopment of the West side of the mall and related site work. Plans to demolish approximately 25,500 SF of the mall have been approved by the Building Department. This demolition will make way for a new drive aisle between the proposed medical use and Barnes & Noble. Pad building C is a 1-story commercial structure located adjacent to the mall at the northeast corner of the Whole Foods Parking area. This building is a total of 12,000 SF. It is anticipated that this building could have up to a total of 4 tenants. Pad building D is a 1-story commercial structure located adjacent to the proposed roundabout at the southeast corner of the Whole Foods Parking area. This building is a total of 12,000 SF. It is anticipated that this building could have up to a total of 4 tenants. Pad building E is a 1-story commercial structure located adjacent to the mall at the Northwest corner of the Barnes & Noble Parking area. This building is a total of 11,080 SF. It is anticipated that this building could have up to a total of 4 tenants. Pad building F is a 1-story commercial structure located adjacent to the proposed roundabout at the southwest corner of the Barnes & Noble Parking area. This building is a total of 12,006 SF. It is anticipated that this building will have 1 tenant. In addition to the new pad buildings, there are numerous upgrades to the mall, its façade and the surrounding landscaping and hardscape as shown in the plans. A 36,878 SF renovation to the existing JC Penney building for a future healthcare user and a 15,174 sf renovation to the mall for a future food user is also proposed. Façade upgrades to this building are shown in the plan set. Upgrades to the parking lot include new curbing and landscaping as well as 90 degree parking (in lieu of angled parking) for the phase 2 & 3 parking lots. Other infrastructure upgrades include new utility connections to the new buildings and an upgraded stormwater drainage system. 2. Project Team: Owner/Applicant: Gallatin Mall Group, L.L.C. 2280 Grant Road, Suite A Billings, MT 59102 John Morrow Applicant: Koenig Consulting 280 Fern Lane Dillon, MT 59725 p: 406-660-1323 Ashley Koenig Representative: Grossman Development Group 405 Cochituate Road, Suite 302 Framingham, MA 01701 p: 617-548-0586 Jamie Anderson Project Consultants: Architect: Collaborative Design Architects 2280 Grant Road, Suite C Billings, MT 59102 p: 406.248.3443 Jeff Kanning Engineering: IMEG, Corp. 1091 Stoneridge Drive Bozeman, MT 59718 p: 406.587.1115 Ryan Hudock Landscape Architecture: Red Barn Montana Landscape Design Build 3048 Thorpe Road Bozeman, MT 59715 p: 406.924.8038 Alyssa Ross Traffic: Marvin & Associates 1300 N Transtech Way Billings, MT 59102 p: 406.655.4550 Bob Marvin 3. Site Plan Narrative A. General Site Information and Context The project site is approximately 37.43 acres and is located between a residential neighborhood to the north, Huffine Lane/W. Main Street to the south, and Commercial Development to the east and west. The applicant is proposing (4) 1- story commercial buildings along with associated parking lot and infrastructure upgrades. B. Block Frontages The proposed building design will be required to conform to various block frontages including internal roadway storefront block frontage, landscape block frontage, and mixed use block frontage. The plan included in the Appendix shows the pathways for the proposed pedestrian, vehicle and public bus routes. No public rights of way will be formed to accommodate any of these routes. All the site streets and sidewalks will remain private. We feel that these pathways and the development of the three distinct shopping areas meets the spirit of the Blocks requirement to ensure a high level of multimodal connectivity, traffic safety and ease of traffic control. This site has been intentionally designed to accommodate the special needs of the use contemplated, which is a mixed-use commercial center with offerings to meet the needs of new and future generations of shoppers. Weather protection has been provided by the selection of durable materials located within 3 ft of final grade. C. Site Circulation & Parking The proposed development provides for pedestrian circulation through all areas of the site and is connected to the existing sidewalks on Huffine Lane, as well as a pathway to the adjacent Bozeman Pond area and the residential neighborhood to the north. The proposed plan includes a new traffic circle in lieu of the existing “T” intersection which will greatly improve vehicular circulation in the mall. Aside from the traffic circle, vehicular circulation within the mall will remain similar to existing conditions. There are 1,561 proposed parking spaces provided for the entire mall parking spaces to serve the 393,481 SF of mall GLA. Refer to the Appendix for Gallatin Crossing Parking spreadsheet. Bike racks are provided adjacent to the 4 pad buildings and in other key areas, refer to site plans. The project is providing a total of 55 bike parking spaces which exceeds code. The Gallatin Crossing mall is currently served by the Streamline Bus. It stops adjacent to the front entry by the food court. A bus stop sign will be provided adjacent to the proposed redeveloped front entry for the bus to continue to provide service to Gallatin Crossing. There is no formal agreement in place between Gallatin Crossing and Streamline. D. Site Considerations a. Utilities Existing utilities are available within the project limits to serve the Proposed Project. These utilities are within existing easements as shown. Refer to Site Plans for utility connection locations to the proposed buildings. b. Grading and Drainage The site has been graded to provide for positive drainage away from the proposed buildings – Refer to Site plans. The property generally slopes from south to north, and is currently drained by a series of storm catch basins around the perimeter of the Mall. These catch basins collect and convey runoff to an existing detention pond in the northwest corner of the property. These existing catch basins will be left intact to continue to collect runoff from the rest of the mall property. However, stormwater runoff from the area proposed for re-development will be conveyed to two retention ponds and four Stormtech infiltration systems for storage and treatment. The new stormwater drainage system for the re-development area is provided and shown on the enclosed plans. The satellite businesses (Petco, Whole Foods, Rocky Mountain Bank, and Taco Bell) along the southern perimeter of the Mall property currently drain to a series of retention swales in the landscaped areas around these businesses. With the exception of Rocky Mountain Bank, the drainage features for the satellite businesses along Huffine Lane will not be disturbed by the proposed re- development project. These drainage systems are expected to continue to function in their current condition. Grading around the buildings and ADA parking spaces is designed to meet ADA accessibility requirements. Roof scuppers and downspouts are provided on the building structures in order to connect directly to underground collection system. Refer to the stormwater report for more detail. c. Pedestrian Circulation Circulation is provided throughout the site and provides for accessible routes for all pedestrians. Refer to the site plans showing pedestrian sidewalks in the project area no greater than 200’ apart. Where necessary, crosswalks and ADA ramps are provided. The interior site circulation system connects to the local pedestrian network via proposed public sidewalks and allows for connectivity to the surrounding area including the recreation area to the west and the residential area to the north. d. Accessibility Provisions The site is fully accessible to shoppers and will meet the current requirements for site and building access. Accessible parking spaces are shown on the site plans located meet applicable codes. e. Fences and Railings The proposed development does include new perimeter fencing to fill in the gaps along the north property line adjacent to the residential areas. Fall protection will be provided for any retaining walls greater than 30” as required by code. f. Trash Enclosures Trash enclosures are provided for the pad buildings in various locations. g. Snow Storage The shopping Mall has historically provided areas within the surface parking lot for snow storage. Refer to site plans. h. Commercial Open Space/ Pedestrian Open Space The Project Area affected by the four phases is 14.1 Acres (613,899 SF) requiring total usable open space of 12,278 sf. We propose the areas south of the new mall entry and east of the Food Hall entry as usable open space. This area exceeds 24,580 SF. Refer to site plans. i. Construction Management The Applicant has not yet selected a construction manager for the remaining project. Once selected, they will adhere to the following: · All construction traffic must follow the designated construction traffic route shown in site plans on sheet C1.0 · Any topsoil that is on-site will be stockpiled at the start of the project. The topsoil will be redistributed once the building exteriors are complete. (approximately 1 year) · All spoils from mass grading and/or foundation excavation will be stockpiled at the start of the project until the buildings are backfilled. j. Site Adjacencies The proposed project is the redevelopment of an existing 37 acre retail site. No new ‘streets’ are being proposed and all work is existing internal parking roadway work. The site has public access on the south to Huffine Lane and the other three sides are private property or public parks. The proposed development has the following uses adjacent to the site: a. North – Residential neighborhood (Donna Ave) and Wilda Lane. Other than Huffine Lane, Wilda Lane is the only other public ROW that is adjacent to the property. An approach in the Phase IV site plan has been provided for future connection. A utility easement exists in the northeast corner extending water and sewer to an adjacent private piece of property. The adjacent property has no ROW or public access easements in place and a future traffic connection is not provided in the Gallatin Crossing redevelopment plan. b. West – Commercial retail and recreation area (Bozeman Pond). It is being considered to extend Laramie Drive from the west through the park to the Gallatin Crossing property. Once a proposed extension plan for Laramie Drive is provided, a corresponding Gallatin Crossing plan can be developed. c. East – Vacant Commercial building (Future Town Pump Development) The Town Pump is being developed independently and no pedestrian or vehicular connection is planned to Gallatin Crossing. d. South (Huffine Lane/W. Main Street) – Commercial retail/mixed use. (Bozeman Gateway Center) E. Parkland Not applicable F. Site Lighting The Proposed Project Area Site Plan will be lit to City of Bozeman requirements and standards using pole mounted lighting fixtures. The majority of the existing fixtures in the Project Area will need to be upgraded/relocated based on new drive aisles / 90 degree parking. The existing site lighting will remain in the areas to the rear of the mall where parking is not changed. Refer to sheets ES100 and ES200, showing Photometrics for the Project Area as well as additional lighting details. G. Building Design The proposed building design will be required to conform to various block frontages including internal roadway storefront block frontage, landscape block frontage, mixed use block frontage. The overall building heights vary as measured from final grade elevations – Refer to the elevations. The proposed pad buildings are “stepped” with existing grade to reduce the overall building heights. They provide parapet screening of roof mounted mechanical equipment as required. Refer to sheet A101-C which shows site line studies. The building exterior design modulates in both surface area and materials to establish a strong architectural language that provides spatial identity and interest. The modulated facades, use of material colors also aid in providing a series of repeating architectural expressions to the overall building. The common area spaces and retail are of complimentary materials and contain larger proportions of glazing to increase visibility and connection of interior space to the exterior environments. The existing monument sign for the mall will be updated and remain at its current location (signalized intersection at the site drive). Proposed building signage can be found on the Comprehensive Sign Plan in the Appendix. H. Landscaping Landscape has been provided in all areas of the Project Area, consistent with the BMC requirements. Shade trees have been located throughout the parking areas at required spacing. Landscape materials proposed are consistent with the local climate and have been designed to conserve irrigation water upon successful maturation of the plantings. An irrigation well has been installed near the northeast corner of the Whole Foods building. A second irrigation well will be installed behind the Barnes & Noble store. Refer to Landscape irrigation general notes have been provided to aid a design/build contractor. The irrigation will provide for successful growth and maturity of the proposed design. Refer to landscape drawings for additional information. I. Traffic The Gallatin Crossing Redevelopment is currently proposed for the existing mall property north of Main Street (Huffine Lane) in Bozeman, MT. A previous study for planned additions to the Gallatin Valley Mall was completed in November 2029 by Abelin Traffic Services. That study addressed impacts associated with the addition of approximately 45,800 square feet of commercial retail space along with reconfiguration of internal traffic circulation patterns. Since that time, a 30,000 square foot grocery store (Whole Foods) was constructed within the property the original plan was modified to include four additional commercial buildings totaling 49.192 sf of retail space along with demolition of part of the unoccupied portion of the mall to accommodate construction of a 35,000-sf medical clinic. Please refer to enclosed traffic impact study prepared by Marvin & Associates. This TIS addresses total subdivision development impacts for current year 2022 traffic operating conditions along with future traffic conditions on the adjacent street network. The study methodology and analysis procedures within this study employed the latest technology and nationally accepted standards in the area of site development and transportation impact assessment. Recommendations made within this report are based on accepted standards and the professional judgment of the author. J. Water Rights The project has existing water rights. The proponent understands that a calculation agreed upon by both the City and the proponent will occur for payment-in-lieu of water rights. The calculation is based on annual demand for volume of water the proposed development will require. We anticipate that the calculation for the tenants will be calculated by the city based on like uses. Included in the Appendix is correspondence with Griffin Nielsen supporting our ability to defer payment of the CILWR per BMC 38.410.130. Similar to the Whole Foods phase, the developer will work with the City to determine the fees related to cash-in-lieu. Also included attached are Sanitary sewer flow projections for the project. K. Departures The proposed development is not seeking any Departures from the design standards. Appendices A. Circulation Site Plan B. Gallatin Crossing Parking Counts (proposed) C. CILWR Correspondence D. Storm Water Report (under separate cover) E. Gallatin Crossing Redevelopment Sanitary Sewer Flow Calculations F. Comprehensive Sign Plan G. Marvin & Associates Traffic Impact Study H. Concurrent Construction request letter Appendix A Circulation Site Plan Appendix B GVM Parking Counts (proposed) Appendix C Cash-in-lieu of Water Rights correspondence Appendix D Stormwater Report Appendix E GVM Redevelopment Sanitary Sewer Flow Calculations Appendix F Comprehensive Sign Plan Appendix G Concurrent Construction request letter WES T MA IN S TR E E T TTCOLLABORATIVE DESIGNNTSSITE MASTER PLAN15 SEPTEMBER 22CONNECTIVITY PEDESTRIANSVEHICLESBUSWHOLE FOODS MARKETPAD CPAD DPAD EPAD FGALLATIN CROSSINGHEALTHCAREMOVIE THEATERBARNES & NOBLEBUS STOPACCESS TO FUTURE WILDA LANE Date:7/15/2022 2126 GLA Mall Reqm't Mall City City Area 4/1000 Req'd Reqm't Req'd Remarks A-1 Barnes and Noble 24,875 4 100 Retail 83 1/300 SF A-2A&B Regal Cinemas 37,337 4 149 Theater 279 1 space/4 seats Mall GLA - SCL Health 36,878 4 148 Medical 184 1/200 SF Mall GLA - Retail 127,721 4 511 Retail 426 1/300 SF Mall GLA - Food 10,742 4 43 Retail 143 1/50 SF Seating Unit L Macy's 51,448 4 206 Retail 171 1/300 SF Pad A-1 Petco 12,500 4 50 Retail 42 1/300 SF Pad B Rocky Mountain Bank 6,216 4 25 Bank 21 1/300 SF Pad D Tire-Rama 7,545 4 30 Retail 25 1/300 SF Pad A-2 Fuddrucker's 5,651 4 23 Food 75 1/50 SF Seating Pad C Taco Bell 2,118 4 8 Food 28 1/50 SF Seating Pad E Whole Foods Market 30,030 4 120 Retail 100 1/300 SF Pad F New Pad C 12,000 4 48 Retail 40 1/300 SF Pad G New Pad D 12,025 4 48 Retail 40 1/300 SF Pad H New Pad E 11,080 4 44 Retail 37 1/300 SF Pad I New Pad F 12,006 4 48 Retail 40 1/300 SF 400,172 SF 1,601 Spaces 1,735 Spaces Parking Provided 1,561 1,561 Parking Required 1,601 1,735 10% Parking Reduction 174 Revised Parking Required 1,561 Net:(40)0 Mall Building Totals: Area Summary GALLATIN CROSSING PARKING REQUIREMENT Bozeman, Montana GALLATIN VALLEY MALL RE-DEVELOPMENT STORMWATER MANAGEMENT DESIGN REPORT Prepared for: Gallatin Mall Group, LLC. 2280 Grant Road, Suite A Billings, MT 59102 Prepared by: Engineering and Surveying Inc. 1091 Stoneridge Drive• Bozeman, MT 59718 Phone (406) 587-1115 • Fax (406) 587-9768 www.chengineers.com • info@chengineers.com C&H Project Number: 211237 Prepared: June ,2022 GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT June 2022 #211237 1 TABLE OF CONTENTS REPORT Introduction ..........................................................................................................................2 Existing Site & Stormwater .................................................................................................2 Cattail Creek Runoff Analysis .............................................................................................3 Proposed Stormwater Design ...............................................................................................3 Groundwater Considerations ...............................................................................................4 APPENDICES Appendix A: Drainage Area Maps Appendix B: Predevelopment Runoff Calculations Appendix C: Storm Sewer Facilities Calculations Appendix D: StormTech Chamber Details Appendix E: GW Monitoring Data Appendix F: Whole Foods Stormwater Design Report GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT June 2022 #211237 2 INTRODUCTION This project includes the proposed re-development of a portion of the existing Gallatin Valley Mall property. The re-development includes the demolition and re-development of a portion of the existing Gallatin Valley Mall and construction of four (4) new commercial buildings. A large portion of the existing parking lot will also be re-developed to add landscape and sidewalk islands, and re-align the parking stalls. The property is located within the Bozeman city limits and is currently zoned B-2 commercial. A combination of site grading, curb and gutter, storm chases, and underground detention chambers will be used to manage stormwater runoff on the site. This report is intended to evaluate the drainage design for the future mall re-development. EXISTING SITE & STORMWATER The property generally slopes from south to north, and is currently drained by a series of storm catch basins around the perimeter of the Mall that collect and convey runoff to both an existing detention pond at the northwest corner of the property as well as to upper Cattail Creek via a discharge outfall located at the central portion of the northern property boundary. The satellite businesses (Petco, Whole Foods, Rocky Mountain Bank, and Taco Bell) along the southern perimeter of the Mall property currently drain to a series of retention swales in the landscaped areas around these businesses. These other satellite businesses along Huffine Lane have drainage features that will not be disturbed by the proposed re-development project. These drainage systems are expected to continue to function in their current condition. It should be noted that the Whole Foods satellite business and the parking lot area adjacent to the north was previously designed and approved under C.O.B. project number 20412. Therefore, this portion of the property has been improved to meet C.O.B. design criteria. This portion of the site was designed with infiltration chambers to retain and account for all the runoff produced by the re- development; therefore the future mall re-development will not need to account for runoff from this area. The stormwater design report for the whole foods project is attached in Appendix F GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT June 2022 #211237 3 However, the remaining portions of the property do not meet current City of Bozeman design standards since it was developed over 30 years ago. The proposed stormwater design for the re- development is intended to bring the entire property into compliance with current standards. CATTAIL CREEK RUNOFF ANALYSIS There is a lack of documentation for the existing mall stormwater design, and the site is currently discharging an unknown amount of runoff into Cattail Creek. Cattail Creek is currently being directed by a 36” culvert running north under the parking lot and mall building. Runoff is conveyed via a 24” outlet pipe from the existing detention pond and an unknown amount of runoff collected via 12” storm pipes from the east side of the property. In order to determine the allowed discharge into Cattail Creek the entire 37-acre lot was analyzed as if it were an undeveloped lot sloping down to the north. A C coefficient of 0.2 was assigned to the contributing area. Assuming these condition a time of concentration was found to be approx. 53 min. and a 10-year storm event would produce 0.69 in/hr of rainfall. The runoff rate from the entire lot into Cattail Creek was found to be 5.18 cfs. This allowable runoff will be utilized by two detention systems that are described later in this report. Calculations for the predevelopment runoff are attached in Appendix B PROPOSED STORMWATER DESIGN The proposed re-development for the rest of the mall is broken up into 4 main construction phases. Each of these phases was evaluated to determine the amount of runoff that will be generated. The proposed stormwater design includes the use of two StormTech detention systems to capture and treat runoff from the 10-year 2-hour storm event. A series of storm mains and inlets will convey runoff to these systems. Each detention system will have an outlet into Cattail Creek, Chamber 1 will be located on the east side of the culvert and Chamber 2 will be on the west side. Both systems were designed in detention, however the half inch requirement governed the required storage volume for the 10-year event. GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT June 2022 #211237 4 A storm main and inlets will run along the front of the mall to collect sheet flow runoff from the parking lot. The mains will send the runoff to the east and west around the mall and to the detention systems. A drainage area map showing the proposed system is attached in Appendix A. StormTech Detention System #1 located on the east side of the ditch is designed to store the 10- year runoff from Phases 1-3 of the re-development. 27,363 cf of storage is required to meet the half inch requirement which governs this design, and the proposed system has 28,093 cf of storage. StormTech Detention System #2 located on the west side of the ditch is designed to store the 10-year runoff from Phase 4 of the re-development. 20,222 cf of storage is required to meet the half inch requirement which governs this design, and the proposed system has 21,474 cf of storage. System 1 has an outlet flow of 2.5 cfs and system 2 has an outlet flow of 2.0 cfs, therefore a total of 4.5 cfs will flow to Cattail Creek which is less than the 5.18 cfs pre-development rate. Sizing and outlet flow calculations are attached in Appendix C GROUNDWATER CONSIDERATIONS Three groundwater (GW) monitoring wells were installed in the mall parking lot in 2021, and were regularly inspected in Spring of 2021 to record fluctuations in the groundwater elevation during the typical peak season for groundwater. The GW monitoring results and map are included in Appendix E for reference. In summary, the monitoring wells are located on the southern portion of the exiting mall building and span the site laterally from east to west with Well #1 being on the eastern portion of the site and Well #3 being on the western portion. Well #2, the center well, had the highest recorded seasonal high groundwater (SHGW) elevation at 4841.25 feet. Well #3 on the western side of the parking lot had the lowest recorded SHGW elevation at 4839.69 feet. Well #1 had a recorded SHGW elevation of 4841.15 feet. The SHGW elevations are used to design the elevations of the proposed stormwater facilities, which primarily consist of StormTech infiltration systems. Empirical GW data is only available for the areas within the vicinity of the three GW monitoring wells. In order to evaluate the GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT June 2022 #211237 5 expected SHGW elevations throughout the entire site, the slope of the GW table was analyzed to determine the slope of GW. As such, the empirical date from the monitoring wells can be projected throughout the site in order to model the SHGW elevations. To establish the slope of the GW table, GW contours from the 1995 Slagle Map were obtained using the Gallatin County GIS mapper as shown on the exhibit in Appendix E. In summary, groundwater generally flows downgradient to the north is a similar fashion to the exiting surface topography. The southernmost GW contour has an elevation of 4,850’ while the northernmost GW contour has an elevation of 4,800 feet. The distance between the GW contours was measured using the Gallatin County GIS mapper measuring tool and is approximately 3,800 feet. Therefore, the slope of the GW table is 1.32%. It is understood that groundwater flow is dependent of a wide variety of subsurface conditions, but the combination of using empirical site data with this linear model is adequate for the purposes of estimating the SHGW elevations for the proposed stormwater facilities. APPENDIX A Drainage Area Maps APPENDIX B Predevelopment Runoff Calculations TRACT 1, COS. 467A REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft2 )C * Area Open Land EX 1 0.20 1630271 326054 Total 1630271 326054 A = Area (acres) 37.43 Storm C = Weighted C Factor 0.20 Return (yrs)Cf 2 to 10 1 2. Calculate Tc (Pre-Development)11 to 25 1.1 Tc Overland Flow 26 to 50 1.2 Tc = 1.87 (1.1-CCf)D1/2/S1/3 51 to 100 1.25 S = Slope of Basin (%) 1.320 C = Rational Method Runoff Coefficient 0.2 Cf = Frequency Adjustment Factor 1 D = Length of Basin (ft) 1200 Tc (Pre-Development) (minutes) 53 3. Calculate Rainfall Intensity (Duration = Pre-Development Tc) i = 0.64x-0.65 (10-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.89 (Tc Pre-Development) i = rainfall intensity (in./hr.) 0.69 4. Calculate Runoff Rate (Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity (in./hr.) 0.69 (calculated above) A = Area (acres) 37.43 (calculated above) Q = Runoff Rate (Pre-Development) (cfs) 5.18 APPENDIX C Storm Sewer Facilities Calculations DETENTION POND # 1 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C * Area Landscape 0.2 0 0 Hardscape 0.95 691281 656717 *PHASE 1-3 Total 691281 656717 A = Area (acres) 15.8696 C = Weighted C Factor 0.95 3. Calculate Tc (Pre-Development) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.32% Return (yrs)Cf C = Rational Method Runoff Coefficient 0.2 2 to 10 1 Cf = Frequency Adjustment Factor 1 11 to 25 1.1 D = Length of Basin (ft) 1200 26 to 50 1.2 51 to 100 1.25 Tc (Pre-Development) (minutes)53 4. Calculate Rainfall Intensity (Duration = Pre-Development Tc) i = 0.64x-0.65 (10-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.89 (Tc Pre-Development) i = rainfall intensity (in./hr.)0.69 5. Calculate Runoff Rate (Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity (in./hr.) 0.69 (calculated above) A = Area (acres) 15.87 (calculated above) Q = Runoff Rate Req. (Pre-Development) (cfs)2.20 6. Calculate Required Pond Volume Total Area (acres) = 15.87 acres Weighted C = 0.95 Discharge Rate (cfs) = 2.50 cfs Duration(min) Duration(hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 91 1.52 0.49 7.36 40187 13650 26537 92 1.53 0.48 7.31 40341 13800 26541 93 1.55 0.48 7.26 40494 13950 26544 94 1.57 0.48 7.21 40646 14100 26546 95 1.58 0.47 7.16 40797 14250 26547 96 1.60 0.47 7.11 40946 14400 26546 97 1.62 0.47 7.06 41095 14550 26545 98 1.63 0.47 7.01 41243 14700 26543 99 1.65 0.46 6.97 41390 14850 26540 100 1.67 0.46 6.92 41536 15000 26536 OUTLET STRUCTURE SLOT Q=CLH3/2 Q = Discharge (cfs) 2.20 (calculated above) C = Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L = Horizontal Length (ft) 0.36 L = Slot Width (inches)4.3 Check the half inch requirement (per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft 2) Hardscape 691,281 2. Calculate 1/2" runoff volume over hardscape (aka Runoff Reduction Volume [RRV] as calculated in Montana Post- Construction Storwater BMP Manual - Equation 3-1) RRV = [P*Rv*A]/12 P = Water quality rainfall depth 0.50 inches Rv = Dimensionless runoff coefficient 0.95 0.05 + 0.9*I I = Percent impervious cover (decima 1.00 decimal A = Entire drainage area 15.87 acres RRV = Runoff Reduction Volume 0.628 acre-ft RRV = Runoff Reduction Volume 27,363 cubic feet DETENTION CHAMBER # 2 REQUIRED VOLUME 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2) C * Area Landscape 0.2 0 0 Hardscape 0.95 510878 485334 *Phase 4 Total 510878 485334 A = Area (acres) 11.7281 C = Weighted C Factor 0.95 3. Calculate Tc (Pre-Development) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.32% Return (yrs)Cf C = Rational Method Runoff Coefficient 0.2 2 to 10 1 Cf = Frequency Adjustment Factor 1 11 to 25 1.1 D = Length of Basin (ft) 1200 26 to 50 1.2 51 to 100 1.25 Tc (Pre-Development) (minutes)53 4. Calculate Rainfall Intensity (Duration = Pre-Development Tc) i = 0.64x-0.65 (10-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.89 (Tc Pre-Development) i = rainfall intensity (in./hr.)0.69 5. Calculate Runoff Rate (Pre-Development) Q = CiA C = Rational Method Runoff Coefficient 0.2 (open land) i = rainfall intensity (in./hr.) 0.69 (calculated above) A = Area (acres) 11.73 (calculated above) Q = Runoff Rate Req. (Pre-Development) (cfs)1.62 6. Calculate Required Pond Volume Total Area (acres) = 11.73 acres Weighted C = 0.95 Discharge Rate (cfs) = 2.00 cfs Duration(min) Duration(hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 80 1.33 0.53 5.91 28390 9600 18790 81 1.35 0.53 5.87 28514 9720 18794 82 1.37 0.52 5.82 28636 9840 18796 83 1.38 0.52 5.77 28758 9960 18798 84 1.40 0.51 5.73 28879 10080 18799 85 1.42 0.51 5.69 28999 10200 18799 86 1.43 0.51 5.64 29118 10320 18798 87 1.45 0.50 5.60 29236 10440 18796 88 1.47 0.50 5.56 29353 10560 18793 89 1.48 0.50 5.52 29469 10680 18789 OUTLET STRUCTURE SLOT Q=CLH3/2 Q = Discharge (cfs) 1.62 (calculated above) C = Weir Coefficient 3.33 (per COB Design Standards) H = Head (ft) 1.5 L = Horizontal Length (ft) 0.27 L = Slot Width (inches)3.2 Check the half inch requirement (per DSSP II.A.4) 1. Determine Area of Hardscape within Drainage Basin Contributing Area Area (ft 2) Hardscape 510,878 2. Calculate 1/2" runoff volume over hardscape (aka Runoff Reduction Volume [RRV] as calculated in Montana Post- Construction Storwater BMP Manual - Equation 3-1) RRV = [P*Rv*A]/12 P = Water quality rainfall depth 0.50 inches Rv = Dimensionless runoff coefficient 0.95 0.05 + 0.9*I I = Percent impervious cover (decima 1.00 decimal A = Entire drainage area 11.73 acres RRV = Runoff Reduction Volume 0.464 acre-ft RRV = Runoff Reduction Volume 20,222 cubic feet APPENDIX D StormTech Chamber Details Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistMC-3500 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-3500.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBERDEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCEDFROM REFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.11.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.©2022 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGER211237BOZEMAN, MT StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTION211237BOZEMAN, MTSHEETOF26NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.*INVERT ABOVE BASE OF CHAMBERISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS30'15'0146.40'56.83'139.92'54.83'DCBAEFGCONCEPTUAL ELEVATIONS: CHAMBER 2MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" x 24" BOTTOM MANIFOLD INVERT:0.9224" ISOLATOR ROW PLUS INVERT:0.9218" x 18" BOTTOM MANIFOLD INVERT:0.9018" BOTTOM CONNECTION INVERT:0.90BOTTOM OF MC-3500 CHAMBER:0.75BOTTOM OF STONE:0.00PROPOSED LAYOUT: CHAMBER 2150STORMTECH MC-3500 CHAMBERS16STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID28093INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)8207SYSTEM AREA (SF)406.5SYSTEM PERIMETER (ft)MAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC350024RAMPCFLAMP2.06"24" x 24" BOTTOM MANIFOLD, ADS N-12DMANIFOLD1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12EMANIFOLD8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE35.8 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTUREW/WEIR StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTION211237BOZEMAN, MTSHEETOF36NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.*INVERT ABOVE BASE OF CHAMBERISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS30'15'0150.18'43.00'139.92'41.00'DCBAEGFCONCEPTUAL ELEVATIONS: CHAMBER 1MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00TOP OF STONE:5.50TOP OF MC-3500 CHAMBER:4.5024" ISOLATOR ROW PLUS INVERT:0.9218" x 18" BOTTOM MANIFOLD INVERT:0.9018" x 18" BOTTOM MANIFOLD INVERT:0.9018" BOTTOM CONNECTION INVERT:0.90BOTTOM OF MC-3500 CHAMBER:0.75BOTTOM OF STONE:0.00PROPOSED LAYOUT: CHAMBER 1114STORMTECH MC-3500 CHAMBERS12STORMTECH MC-3500 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID21474INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)6294SYSTEM AREA (SF)386.4SYSTEM PERIMETER (ft)MAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOMCONNECTIONSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC350024RAMPCFLAMP1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12EMANIFOLD8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE20.9 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTUREW/WEIR StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76DESIGNATION SS.2.MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OFASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOWCOLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,345"(1140 mm)18"(450 mm) MIN*8'(2.4 m)MAX12" (300 mm) MIN77" (1950 mm)12" (300 mm) MIN6"(150 mm) MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm).6" (150 mm) MINPERIMETER STONE(SEE NOTE 4)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-3500END CAPSUBGRADE SOILS(SEE NOTE 3)PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTION211237BOZEMAN, MTSHEETOF46 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLEMC-3500 ISOLATOR ROW PLUS DETAILNTS24" (600 mm) HDPE ACCESS PIPE REQUIRED USEFACTORY PRE-CORED END CAPPART #: MC3500IEPP24BC OR MC3500IEPP24BWSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEMC-3500 CHAMBEROPTIONAL INSPECTION PORTMC-3500 END CAPONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC350024RAMP4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTION211237BOZEMAN, MTSHEETOF56 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONPART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.PART #STUBBCMC3500IEPP06T6" (150 mm)33.21" (844 mm)---MC3500IEPP06B---0.66" (17 mm)MC3500IEPP08T8" (200 mm)31.16" (791 mm)---MC3500IEPP08B---0.81" (21 mm)MC3500IEPP10T10" (250 mm)29.04" (738 mm)---MC3500IEPP10B---0.93" (24 mm)MC3500IEPP12T12" (300 mm)26.36" (670 mm)---MC3500IEPP12B---1.35" (34 mm)MC3500IEPP15T15" (375 mm)23.39" (594 mm)---MC3500IEPP15B---1.50" (38 mm)MC3500IEPP18TC18" (450 mm)20.03" (509 mm)---MC3500IEPP18TWMC3500IEPP18BC---1.77" (45 mm)MC3500IEPP18BWMC3500IEPP24TC24" (600 mm)14.48" (368 mm)---MC3500IEPP24TWMC3500IEPP24BC---2.06" (52 mm)MC3500IEPP24BWMC3500IEPP30BC30" (750 mm)---2.75" (70 mm)NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)CHAMBER STORAGE109.9 CUBIC FEET (3.11 m³)MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)WEIGHT134 lbs.(60.8 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)END CAP STORAGE14.9 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)WEIGHT49 lbs.(22.2 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEENCHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITYMC-3500 TECHNICAL SPECIFICATIONNTS90.0" (2286 mm)ACTUAL LENGTH86.0" (2184 mm)INSTALLEDBUILD ROW IN THIS DIRECTIONNOTE: ALL DIMENSIONS ARE NOMINALLOWER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENING RIBVALLEYSTIFFENING RIBBC75.0"(1905 mm)45.0"(1143 mm)25.7"(653 mm)FOOT77.0"(1956 mm)45.0"(1143 mm)STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A WELDED CROWN PLATE END WITH "C"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"UPPER JOINT CORRUGATION22.2"(564 mm)INSTALLEDCUSTOM PRECORED INVERTS AREAVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-3500END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JGPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.DATEDRWCHKDESCRIPTION211237BOZEMAN, MTSHEETOF66 APPENDIX E GW Monitoring Data :(// :(// :(// *5281':$7(5021,725,1*:(//),*85( 3URMHFW(QJLQHHU3URMHFW*DOODWLQ0DOO)XGUXFNHUV*DOODWLQ&RXQW\07:HOO,QIRUPDWLRQEJV EHORZJURXQGVXUIDFHDJV DERYHJURXQGVXUIDFH0: 0: 0: *URXQGZDWHU,QIRUPDWLRQ0: 0: 0:'U\ 'U\'U\ 'U\ 'U\ 'U\'U\ 'U\0RQLWRU:HOO'DWD'HSWKWR*URXQG:DWHUElevation3URMHFW1XPEHU *DOODWLQ0DOO*URXQGZDWHU0RQLWRULQJ3URMHFW/RFDWLRQ:HOO,':HOO'HSWK)HHW7RSRI:HOO(OHYDWLRQ*URXQG(OHYDWLRQ'DWH APPENDIX F Whole Foods Stormwater Design Report GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 1 TABLE OF CONTENTS REPORT Introduction ..........................................................................................................................2 Existing Site & Stormwater .................................................................................................2 Groundwater Considerations ...............................................................................................3 Proposed Stormwater Design ...............................................................................................4 Retention Pond Design ........................................................................................................5 Infiltration Chamber Design ................................................................................................6 APPENDICES Appendix A: Drainage Area Map Appendix B: Storm Sewer Facilities Calculations Appendix C: Falling Head Infiltration Test Appendix D: StormTech Chamber Details Appendix E: GW Monitoring Data GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 2 INTRODUCTION This project includes the proposed re-development of a portion of the existing Gallatin Valley Mall property. The re-development includes the demolition of the existing “Fuddruckers” restaurant, construction of a commercial building for use as a grocery store, and construction of an additional commercial building containing several commercial/restaurant spaces. A large portion of the existing parking lot will also be re-developed to add landscape and sidewalk islands, and re-align the parking stalls. The property is located within the Bozeman city limits and is currently zoned B-2 commercial. A combination of site grading, curb and gutter, storm chases, retention ponds, and underground infiltration chambers will be used to manage stormwater runoff on the site. EXISTING SITE & STORMWATER The property generally slopes from south to north, and is currently drained by a series of storm catch basins around the perimeter of the Mall that collect and convey runoff to an existing detention pond at the northwest corner of the property. The satellite businesses (Petco, Fuddruckers, Rocky Mountain Bank, and Taco Bell) along the southern perimeter of the Mall property currently drain to a series of retention swales in the landscaped areas around these businesses. With the exception of Rocky Mountain Bank, the other satellite businesses along Huffine Lane have drainage features that will not be disturbed by the proposed re-development project. These drainage systems are expected to continue to function in their current condition. The existing catch basins in the Mall parking lot were surveyed in September 2020, and both the catch basins and the existing detention pond contained standing groundwater. The detention pond and manholes were drained and cleaned to increase their functionality, but with the groundwater inundation this detention system likely does not meet current City of Bozeman design standards. Preliminary plans are underway to re-develop the entire Mall property in the next few years. Therefore, the proposed stormwater design for this re-development project only focuses on GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 3 capturing and treating stormwater within the re-development area, and stormwater that will drain to the re-development area from the surrounding mall property. This was discussed with the City Engineering Department, and it was determined that the area being re-developed needs to meet current standards, but the remainder of the property could continue to function in its current condition. As the entire property is re-developed in the next few years the entire property will be brought into compliance with current standards. However, since the current plans for re- development are still preliminary, bringing the entire site into compliance at this time is not feasible. Therefore, the majority of stormwater runoff on the remainder of the Mall property outside of the re-development area will continue to drain to the existing catch basins in the parking lot, and be conveyed to the existing detention pond. The existing catch basins and storm piping that pass through the re-development area will be left intact to continue to convey stormwater to the detention pond from the eastern portion of the parking lot. However, their grates will be replaced with solid covers so that they do not collect runoff from the re-development area. Additionally, the re-development area has been graded so that the existing catch basins within this area are no longer at low points that collect stormwater. GROUNDWATER CONSIDERATIONS Three groundwater monitoring wells were installed in the mall parking lot, and have been regularly inspected this spring to record fluctuations in the groundwater elevation during the typical peak season for groundwater. The GW monitoring results and map are included in Appendix E for reference. Of the 3 installed wells, 2 of wells, Well #2 and #3, are located in the direct vicinity of the 5 proposed Stormtech infiltration chambers. Well #2, the center well, had the highest recorded GW elevation at 4841.25’. Well #3 on the western side of the parking lot had the lowest recorded GW elevation at 4839.69. Since the western edge of the project is directly adjacent to the Bozeman Pond in the adjacent park, it is assumed that the GW elevation on the project site drops from east to west as it approaches this adjacent pond. Water elevations in this adjacent pond were noted to be several feet lower than groundwater elevations in the inlets along the south side of the mall during the summer and fall of 2020. GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 4 Since Well #2 is located in close proximity to the proposed Chamber E Stormtech System, the SHGW elevation in Well #2 (4841.25) was used for the design of Chamber E. Chamber E is designed so that the bottom of the stone storage layer is above this SHGW elevation. Similarly, since Well #3 is located in close proximity to Chambers A and B, the SHGW elevation in Well #3 (4839.69) was used for the design of these chambers. Chambers C and D are located approximately halfway between Wells # 2 and #3, so the SHGW elevation from both wells was averaged for the design of these 2 systems. This is based on the assumption that the GW table drops uniformly from east to west as mentioned previously. 4841.25 (Well #2) + 4839.69 (Well #3) = 9680.94 / 2 = 4840.47 Based on this calculation, the SHGW elevation used for design of Chambers C and D is 4840.47. The GW monitoring wells and their SHGW elevations have been added to the drainage area map in Appendix A for reference. Due to minimum cover requirements and the existing grades of the parking lot in the vicinity of these chamber systems, the bottoms of some of these chamber systems are extremely close to the SHGW elevation. However, it should be noted that this peak SHGW elevation is only expected to be maintained for several weeks in the spring each year. For the majority of the year, these chambers systems are expected to be located several feet above the water table. For reference, the average groundwater elevation in the inlets along the south side (front) of the mall was measured at elevation 4838.90 during the summer of 2020. PROPOSED STORMWATER DESIGN Storm sewer pipes were sized to convey the 25-yr storm using Manning’s Equation. For each inlet, the contributing area, weighted C factor, and time of concentration were calculated. These values were input into Manning’s Equation to check capacity and flow characteristics for inlets and storm drain pipes. For the purposes of this report, each pipe section was named to match the associated upstream structure. Pipe sizing calculations are included in Appendix B. The proposed ponds and StormTech infiltration systems are sized according to City of Bozeman Design Standards to capture and retain or detain the volume of the 10-year 2-hour storm event. GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 5 The proposed stormwater design for the re-development area of the Mall includes the use of a series of stepped retention ponds and five StormTech infiltration systems to capture and treat runoff from the 10-year 2-hour storm event. Runoff generated from larger storm events such as the 25-year or 100-year events will pond in the low points of the parking lot in front of the Mall and will either infiltrate into the StormTech systems, or flow west across the parking lot to the pond in the adjacent park. The parking lot in front of the mall was modeled in case ponding occurred from a large storm event. This parking area in front of the mall is capable of holding an additional 35,000 ft3 of water below the sidewalk elevation along the front of the mall. However, the parking lot grading is such that diversion of the ponded stormwater to the adjacent park to the west is much more likely than a large ponding event. RETENTION POND DESIGN The stepped retention ponds will capture and treat runoff from the proposed north / south drive entrance and proposed buildings along the eastern side of the redevelopment area. The ponds are designed to hold a maximum water storage depth of 1.0’ during the design storm event, and are 2.5’ deep overall. The ponds will collect runoff from the adjacent drive lanes via curb cuts, and will be stepped so that in the case of a large storm event water can overtop the higher ponds and flow into the downstream ponds. The ponds are anticipated to capture and retain runoff from the majority of smaller storm events, but during the 10-year storm event water will enter a StormTech infiltration chamber that is located beneath the last pond in the chain. Since the proposed retention ponds are located over existing asphalt parking lot, the proposed design for the Retention Ponds includes over-excavating the pond footprint down to the native gravel depth. This excavation will be backfilled with a well-draining gravel to provide a conduit for the stormwater to infiltrate through. Above the gravel drain, the pond will be finish graded with 6” of topsoil and seeded based on the landscaping plan recommendations. GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 6 INFILTRATION CHAMBER DESIGN The StormTech infiltration systems will be placed at the north end of the re-developed parking lot and will collect runoff from the parking lot and the roof drains from the proposed grocery building. The majority of the existing parking lot asphalt will be preserved where possible and is graded to low points in the landscape islands south of the drive lane along the front of the Mall. The proposed StormTech infiltration chambers are designed to detain stormwater runoff using the arch-shaped chambers and void space in the surrounding washed rock, while the runoff infiltrates into the ground. Similar to the retention pond design, the footprint of these chambers will be over-excavated down to native gravels to remove any existing parking lot fill beneath the chambers. This excavation will be back-filled with a well-draining gravel to ensure infiltration. The chambers were sized by applying an infiltration rate for gravel subgrades to the footprint area of the chambers to determine the discharge (infiltrate rate) from each system. These discharge rates were then compared to the proposed inflow rates from the contributing areas to the systems during the 10-year 2-hour storm event to determine the required detention volumes for each system. The gravel infiltration rate used for these sizing calculations was determined to be 26 inches per hour. This infiltration rate was calculated by averaging the infiltration rates from 2 sets of Falling head infiltration tests that were performed on the gravel subgrade beneath the mall parking lot this winter. An explanation of how these tests were performed as well as their results, can be found in Appendix C. The following table provides the proposed pond and StormTech Chambers sizes, depths, and storage volumes. Calculations used to determine these system sizes can be found in Appendix B. Details on the design of the StormTech Chambers can be found in Appendix D. GALLATIN VALLEY MALL RE-DEVELOPMENT – STORMWATER DESIGN REPORT April 28, 2021 #200526 7 Table 1 Pond / Chamber Contributing Drainage Areas Contributing Area (SF)C-Value Pond Storage Depth (FT) Infiltration Area (Sf) Required Storage Volume (CF) Chamber A 1 78,780 0.86 N/A 1,360 1,483 Chamber B 2, 2A-E 84,005 0.77 N/A 1,241 1,432 Chamber C 3, 4 105,010 0.87 N/A 1,760 2,012 Chamber D 5, 6 56,862 0.76 N/A 855 941 Chamber E 5 94,242 0.87 N/A 1,206 1,496 Pond A-1 5 94,242 0.87 1.00 N/A 108 Pond A-2 5 94,242 0.87 1.00 N/A 432 Pond A-3 5 94,242 0.87 1.00 N/A 140 Pond A-4 5 94,242 0.87 1.00 N/A 95 Pond A-5 5 94,242 0.87 1.00 N/A 108 Pond A-6 5 94,242 0.87 1.00 N/A 162 2,5412,090 Provided Storage Volume (CF) 1,692 1,537 2,208 1,054 APPENDIX A Drainage Area Map APPENDIX B Storm Sewer Facilities Calculations DRAINAGE AREA # 1 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 69845 66353 Landscape 0.2 8934 1787 Total 78780 68140 A = Area (acres)1.81 C = Weighted C Factor 0.86 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 2.33 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)454 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)3.00 Tc Gutter Flow Tc = L/V/60 V = (1.486/n)R2/3 S1/2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft)0.13 (0.15' below top of curb) S = slope (ft/ft)0.0152 L = length of gutter (ft)29 V = mean velocity (ft/s)3.69 Tc Gutter Flow (minutes) =0.13 Tc Total =5.00 DRAINAGE AREA # 2 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 32117 30511 Landscape 0.2 1660 332 Total 33777 30843 A = Area (acres)0.78 C = Weighted C Factor 0.91 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 2.04 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)466 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)3.18 Tc Gutter Flow Tc = L/V/60 V = (1.486/n)R2/3 S1/2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft)0.13 (0.15' below top of curb) S = slope (ft/ft)0.0062 L = length of gutter (ft)13 V = mean velocity (ft/s)2.35 Tc Gutter Flow (minutes) =0.09 Tc Total =5.00 DRAINAGE AREA # 2A 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Roof 0.95 6963 6615 Landscape 0.2 16122 3224 Total 23085 9839 A = Area (acres)0.53 C = Weighted C Factor 0.43 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 5.04 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.20 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)110 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)10.07 Tc Total =10.07 DRAINAGE AREA # 2B 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Roof 0.95 2246 2133 Landscape 0.2 0 0 Total 2246 2133 A = Area (acres)0.05 C = Weighted C Factor 0.95 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.50 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)40 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)1.03 Tc Total =5.00 DRAINAGE AREA # 2C 1. Calculate Area and Weighted C Factor Contributing Area DA C Area (ft 2)C * Area Hardscape 2C 0.95 1275 1211 Landscape 2C 0.20 385 77 Total 1659 1288 A = Area (acres)0.04 C = Weighted C Factor 0.78 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 2.81 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)120 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)1.45 Tc Total =5.00 DRAINAGE AREA # 2D 1. Calculate Area and Weighted C Factor Contributing Area DA C Area (ft 2)C * Area Roof 2D 0.95 23239 22077 Total 23239 22077 A = Area (acres)0.53 C = Weighted C Factor 0.95 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.00 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)110 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)1.96 Tc Total =5.00 DRAINAGE AREA # 3 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 93217 88556 Landscape 0.2 11793 2359 Total 105010 90915 A = Area (acres)2.41 C = Weighted C Factor 0.87 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.81 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)706 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)4.08 Tc Gutter Flow Tc = L/V/60 V = (1.486/n)R2/3 S1/2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft)0.13 (0.15' below top of curb) S = slope (ft/ft)0.006 L = length of gutter (ft)13 V = mean velocity (ft/s)2.32 Tc Gutter Flow (minutes) =0.09 Tc Total =5.00 DRAINAGE AREA # 4 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 38005 36104 Landscape 0.2 14585 2917 Roof 0.95 4273 4059 Total 56862 43080 A = Area (acres)1.31 C = Weighted C Factor 0.76 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.35 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)351 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)3.17 Tc Gutter Flow Tc = L/V/60 V = (1.486/n)R2/3 S1/2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft)0.13 (0.15' below top of curb) S = slope (ft/ft)0.0188 L = length of gutter (ft)441 V = mean velocity (ft/s)4.11 Tc Gutter Flow (minutes) =1.79 Tc Total =5.00 DRAINAGE AREA # 5 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 62883 59739 Landscape 0.2 10532 2106 Total 73415 61845 A = Area (acres)1.69 C = Weighted C Factor 0.84 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 2.59 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)266 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)2.22 Tc Gutter Flow Tc = L/V/60 V = (1.486/n)R2/3 S1/2 n = Mannings Coefficient 0.013 R = Hydraulic Radius A/P (ft)0.13 (0.15' below top of curb) S = slope (ft/ft)0.0093 L = length of gutter (ft)153 V = mean velocity (ft/s)2.90 Tc Gutter Flow (minutes) =0.88 Tc Total =5.00 DRAINAGE AREA # 6 1. Calculate Area and Weighted C Factor Contributing Area C Area (ft 2 )C * Area Hardscape 0.95 1453 1381 Landscape 0.2 0 0 Total 1453 1381 A = Area (acres)0.03 C = Weighted C Factor 0.95 2. Calculate Tc (Time to Concentration) Tc Overland Flow Tc = 1.87 (1.1-CCf)D1/2/S1/3 Storm S = Slope of Basin (%) 1.50 Return (yrs)Cf C = Rational Method Runoff Coefficient 0.95 2 to 10 1 Cf = Frequency Adjustment Factor 1.1 11 to 25 1.1 D = Length of Basin (ft)70 26 to 50 1.2 51 to 100 1.25 Tc Overland Flow (minutes)1.37 Tc Total =5.00 Chamber A REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft2 )C * Area Hardscape 1 0.95 69845 66353 Landscape 1 0.20 8934 1787 Total 78780 68140 A = Area (acres) 1.81 Storm C = Weighted C Factor 0.86 Return (yrs)Cf 2 to 10 1 2. Calculate Infiltration Rate 11 to 25 1.1 Existing Soil Condition =Gravel 26 to 50 1.2 Percolation Rate (in/hour) =26 51 to 100 1.25 Percolation Rate (ft/sec) =0.00060 Infiltration Length (ft) = 56 Infiltration Width (ft) = 25 Infiltration Area (sf) = 1360 Total Area (acres) =1.81 acres Weighted C =0.86 Discharge Rate (cfs) =0.82 cfs Duration(min)Duration (hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 12 0.20 1.82 2.85 2,052 589 1,463 13 0.22 1.73 2.71 2,110 638 1,472 14 0.23 1.65 2.58 2,166 688 1,478 15 0.25 1.58 2.47 2,219 737 1,482 16 0.27 1.51 2.36 2,269 786 1,483 17 0.28 1.45 2.27 2,318 835 1,483 18 0.30 1.40 2.19 2,365 884 1,481 19 0.32 1.35 2.11 2,410 933 1,477 20 0.33 1.31 2.04 2,454 982 1,471 21 0.35 1.27 1.98 2,496 1,031 1,464 PROVIDED VOLUME (ft3)1,692 Chamber B REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft2 )C * Area Hardscape 2 0.95 32117 30511 Landscape 2 0.20 1660 332 Roof 2A 0.95 6963 6615 Landscape 2A 0.20 16122 3224 Roof 2B 0.20 2246 449 Hardscape 2C 0.95 1275 1211 Landscape 2C 0.20 385 77 Roof 2D 0.95 23239 22077 Total 84005 64496 A = Area (acres) 1.93 Storm C = Weighted C Factor 0.77 Return (yrs)Cf 2 to 10 1 2. Calculate Infiltration Rate 11 to 25 1.1 Existing Soil Condition =Gravel 26 to 50 1.2 Percolation Rate (in/hour) =26 51 to 100 1.25 Percolation Rate (ft/sec) =0.00060 Infiltration Length (ft) = 42 Infiltration Width (ft) = 32 Infiltration Area (sf) = 1241 Total Area (acres) =1.93 acres Weighted C =0.77 Discharge Rate (cfs) =0.747 cfs Duration(min)Duration (hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3)15 0.25 1.58 2.33 2,100 672 1,428 16 0.27 1.51 2.24 2,148 717 1,431 17 0.28 1.45 2.15 2,194 762 1,432 18 0.30 1.40 2.07 2,238 807 1,432 19 0.32 1.35 2.00 2,281 852 1,430 20 0.33 1.31 1.94 2,322 896 1,426 21 0.35 1.27 1.87 2,362 941 1,421 22 0.37 1.23 1.82 2,401 986 1,415 PROVIDED VOLUME (ft3)1,537 Chamber C REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft2 )C * Area Hardscape 3 0.95 93217 88556 Landscape 3 0.20 11793 2359 Roof 3 0.95 0 0 Total 105010 90915 A = Area (acres) 2.41 Storm C = Weighted C Factor 0.87 Return (yrs)Cf 2 to 10 1 2. Calculate Infiltration Rate 11 to 25 1.1 Existing Soil Condition =Gravel 26 to 50 1.2 Percolation Rate (in/hour) =26 51 to 100 1.25 Percolation Rate (ft/sec) =0.00060 Infiltration Length (ft) = 63 Infiltration Width (ft) = 28 Infiltration Area (sf) = 1760 Total Area (acres) =2.41 acres Weighted C =0.87 Discharge Rate (cfs) =1.06 cfs Duration(min)Duration (hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 13 0.22 1.73 3.61 2,815 826 1,989 14 0.23 1.65 3.44 2,889 890 2,000 15 0.25 1.58 3.29 2,960 953 2,007 16 0.27 1.51 3.15 3,028 1,017 2,011 17 0.28 1.45 3.03 3,093 1,081 2,012 18 0.30 1.40 2.92 3,155 1,144 2,011 19 0.32 1.35 2.82 3,215 1,208 2,008 20 0.33 1.31 2.73 3,274 1,271 2,002 21 0.35 1.27 2.64 3,330 1,335 1,995 22 0.37 1.23 2.56 3,385 1,398 1,986 PROVIDED VOLUME (ft3)2,208 Chamber D REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft 2)C * Area Hardscape 4 0.95 38005 36104 Landscape 4 0.20 14585 2917 Roof 4 0.95 4273 4059 Total 56862 43080 A = Area (acres) 1.31 Storm C = Weighted C Factor 0.76 Return (yrs)Cf 2 to 10 1 2. Calculate Infiltration Rate 11 to 25 1.1 Existing Soil Condition =Gravel 26 to 50 1.2 Percolation Rate (in/hour) =26 51 to 100 1.25 Percolation Rate (ft/sec) =0.00060 Infiltration Length (ft) =49 Infiltration Width (ft) =18 Infiltration Area (sf) =855 Total Area (acres) =1.31 acres Weighted C =0.76 Discharge Rate (cfs) =0.51 cfs Duration(min)Duration (hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 12 0.20 1.82 1.80 1297 371 927 13 0.22 1.73 1.71 1334 401 933 14 0.23 1.65 1.63 1369 432 937 15 0.25 1.58 1.56 1403 463 939 16 0.27 1.51 1.49 1435 494 941 17 0.28 1.45 1.44 1465 525 941 18 0.30 1.40 1.38 1495 556 939 19 0.32 1.35 1.34 1524 587 937 20 0.33 1.31 1.29 1551 618 934 21 0.35 1.27 1.25 1578 648 930 PROVIDED VOLUME (ft3)1,054 Chamber E REQUIRED VOLUME 1. Calculate Area and Weighted C Factor (Post-Development) Contributing Area DA C Area (ft2 )C * Area Hardscape 5 0.95 62883 59739 Landscape 5 0.20 10532 2106 Roof 5 0.95 20827 19786 Total 94242 81631 A = Area (acres) 2.16 Storm C = Weighted C Factor 0.87 Return (yrs)Cf 2 to 10 1 2. Calculate Infiltration Rate 11 to 25 1.1 Existing Soil Condition =Gravel 26 to 50 1.2 Percolation Rate (in/hour) =26 51 to 100 1.25 Percolation Rate (ft/sec) =0.00060 Infiltration Length (ft) = 49 Infiltration Width (ft) = 25 Infiltration Area (sf) = 1206 Total Area (acres) =2.16 acres Weighted C =0.87 Discharge Rate (cfs) =0.73 cfs Duration(min)Duration (hrs) Intensity (in/hr)Qin (cfs)Runoff Volume Release Volume Required Storage (ft3) 22 0.37 1.23 2.30 3,039 958 2,081 23 0.38 1.19 2.24 3,087 1,002 2,085 24 0.40 1.16 2.18 3,133 1,045 2,088 25 0.42 1.13 2.12 3,178 1,089 2,089 26 0.43 1.10 2.07 3,222 1,132 2,090 27 0.45 1.08 2.02 3,265 1,176 2,089 28 0.47 1.05 1.97 3,307 1,219 2,087 29 0.48 1.03 1.92 3,348 1,263 2,085 30 0.50 1.00 1.88 3,388 1,307 2,081 31 0.52 0.98 1.84 3,427 1,350 2,077 PROVIDED VOLUME (ft3) POND A-1 108 POND A-2 432 POND A-3 140 POND A-4 95 POND A-5 108 POND A-6 162 CHAMBER E 1496 PROVIDED VOLUME (ft3)2,541 PIPE # 1 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Hardscape 1 0.95 69845 66353 Landscape 1 0.20 8934 1787 Total 78780 68140 A = Area (acres) 1.81 C = Weighted C Factor 0.86 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.08 (DA #1) i = rainfall intensity (in./hr.) 3.83 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.86 (calculated above) i = rainfall intensity (in./hr.) 3.83 (calculated above) A = Area (acres) 1.81 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 5.99 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 1 Location: ST INLET 1 OUTLET PIPE INPUT D= 15 inches d= 14.07 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.02 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 8.22 9.83 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Hardscape 2 0.95 32117 30511 Landscape 2 0.20 1660 332 Total 33777 30843 A = Area (acres) 0.78 C = Weighted C Factor 0.91 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.08 (DA #2) i = rainfall intensity (in./hr.) 3.83 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.91 (calculated above) i = rainfall intensity (in./hr.) 3.83 (calculated above) A = Area (acres) 0.78 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 2.71 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2 Location: ST INLET 2 OUTLET PIPE INPUT D= 12 inches d= 11.26 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.01 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.77 2.64 0.29 5.01 3.83 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2B REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Roof 2A 0.95 6963 6615 Landscape 2A 0.20 16122 3224 Roof 2B 0.95 2246 2133 Total 25330 11973 A = Area (acres) 0.58 C = Weighted C Factor 0.47 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.17 (DA #2A) i = rainfall intensity (in./hr.) 2.44 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.47 (calculated above) i = rainfall intensity (in./hr.) 2.44 (calculated above) A = Area (acres) 0.58 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 0.67 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2B Location: STMH 2B-4 INPUT D= 8 inches d= 7.50 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.0075 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.34 1.76 0.19 3.31 1.13 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2C-1 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft2)C * Area Hardscape 2C 0.95 1275 1211 Landscape 2C 0.2 385 77 Total 1659 1288 A = Area (acres) 0.04 C = Weighted C Factor 0.78 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs)0.08 (DA #2c) i = rainfall intensity (in./hr.)3.83 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.78 (calculated above) i = rainfall intensity (in./hr.)3.83 (calculated above) A = Area (acres)0.04 (calculated above) Q 25-yr Pipe Flow Rate (cfs)=0.11 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2C-1 Location: STMH 2C-1 INPUT D= 6 inches d= 5.63 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.19 1.32 0.15 2.44 0.47 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2C-2 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Roof 2A 0.95 6963 6615 Landscape 2A 0.20 16122 3224 Roof 2B 0.95 2246 2133 Hardscape 2C 0.95 1275 1211 Landscape 2C 0.20 385 77 Total 26989 13260 A = Area (acres) 0.62 C = Weighted C Factor 0.49 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.17 (DA #2A) i = rainfall intensity (in./hr.) 2.44 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.49 (calculated above) i = rainfall intensity (in./hr.) 2.44 (calculated above) A = Area (acres) 0.62 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 0.74 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2C-2 Location: STMH 2C-2 INPUT D= 12 inches d= 11.26 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.0075 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.77 2.64 0.29 4.34 3.32 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2D REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Roof 2D 0.95 23239 22077 Total 23239 22077 A = Area (acres) 0.53 C = Weighted C Factor 0.95 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.08 (DA #2D) i = rainfall intensity (in./hr.) 3.83 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.95 (calculated above) i = rainfall intensity (in./hr.) 3.83 (calculated above) A = Area (acres) 0.53 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 1.94 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2D Location: ST INLET 2D-5 OUTLET PIPE INPUT D= 12 inches d= 11.26 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.77 2.64 0.29 3.88 2.97 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2E REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2 ) C * Area Roof 2A 0.95 6963 6615 Landscape 2A 0.20 16122 3224 Roof 2B 0.20 2246 449 Hardscape 2C 0.95 1275 1211 Landscape 2C 0.20 385 77 Roof 2D 0.95 23239 22077 Total 50229 33653 A = Area (acres) 1.15 C = Weighted C Factor 0.67 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs)0.17 (DA #2A) i = rainfall intensity (in./hr.)2.44 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.67 (calculated above) i = rainfall intensity (in./hr.)2.44 (calculated above) A = Area (acres)1.15 (calculated above) Q 25-yr Pipe Flow Rate (cfs)=1.89 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2E Location: ST MH 2E OUTLET PIPE INPUT D= 12 inches d= 11.26 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.01 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 0.77 2.64 0.29 5.01 3.83 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 2F REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Hardscape 2 0.95 32117 30511 Landscape 2 0.2 1660 332 Roof 2A 0.95 6963 6615 Landscape 2A 0.20 16122 3224 Roof 2B 0.20 2246 449 Hardscape 2C 0.95 1275 1211 Landscape 2C 0.20 385 77 Roof 2D 0.95 23239 22077 Total 84005 64496 A = Area (acres) 1.93 C = Weighted C Factor 0.77 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs)0.17 (DA #2A) i = rainfall intensity (in./hr.)2.44 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.77 (calculated above) i = rainfall intensity (in./hr.)2.44 (calculated above) A = Area (acres)1.93 (calculated above) Q 25-yr Pipe Flow Rate (cfs)=3.62 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 2F Location: ST INLET 2F OUTLET PIPE INPUT D= 15 inches d= 14.07 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.01 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 5.81 6.95 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 3 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Hardscape 3 0.95 93217 88556 Landscape 3 0.2 11793 2359 Total 105010 90915 A = Area (acres) 2.41 C = Weighted C Factor 0.87 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.08 (DA #3) i = rainfall intensity (in./hr.) 3.83 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.87 (calculated above) i = rainfall intensity (in./hr.) 3.83 (calculated above) A = Area (acres) 2.41 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 7.99 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 3 Location: ST INLET 3 OUTLET PIPE INPUT D= 15 inches d= 14.07 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.015 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 7.12 8.51 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D PIPE # 4 REQUIRED CAPACITY 1. Calculate Area and Weighted C Factor Contributing Area DA # C Area (ft 2)C * Area Hardscape 4 0.95 38005 36104 Landscape 4 0.2 14585 2917 Roof 4 0.95 4273 4059 Total 56862 43080 A = Area (acres) 1.31 C = Weighted C Factor 0.76 2. Calculate Rainfall Intensity (Duration = Max Tc from Contributing Drainage Areas) i = 0.78x-0.64 (25-yr Storm, Fig. I-3, COB Design Standards) x = storm duration (hrs) 0.07 (DA #4) i = rainfall intensity (in./hr.) 4.40 3. Calculate 25-yr Pond Outflow Rate Q = CiA C = Rational Method Runoff Coefficient 0.76 (calculated above) i = rainfall intensity (in./hr.) 4.40 (calculated above) A = Area (acres) 1.31 (calculated above) Q 25-yr Pipe Flow Rate (cfs)= 4.35 MANNING'S EQUATION FOR PIPE FLOW (PROVIDED CAPACITY) PIPE # 4 Location: ST INLET 4 OUTLET PIPE INPUT D= 15 inches d= 14.07 inches Mannings Formula n= 0.013 mannings 57.7 degrees Q=(1.486/n)ARh2/3S1/2 S= 0.006 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh2/3S1/2 S=slope of channel Q=V x A n=Manning's roughness coefficient Solution to Mannings Equation Area,ft2 Wetted Perimeter, ft Hydraulic Radius, ft velocity ft/s flow, cfs PVC 0.013 1.20 3.30 0.36 4.50 5.38 PE (<9"dia) 0.015 PE (>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 HCMP 0.023 Conc 0.013 Manning's n-values d  D APPENDIX C Falling Head Infiltration Test FALLING HEAD PERCOLATION TESTS In order to determine the infiltration rate of the soils underlying the project area a series of falling head percolation tests were performed across the site. Each of these tests was performed on the native gravels underlying the site, which is the proposed infiltrative surface for the proposed Stormtech infiltration systems. A total of six falling head percolation tests were performed at two different locations. Attached is an aerial map showing the locations of the percolation tests. For each falling head percolation test, a backhoe was used to excavate a test hole down to the native gravel elevation. Next, 4-inch Diameter PVC was embedded 6 inches into the native gravel layer in order to limit horizontal migration of the water in order to more accurately determine the vertical infiltration rate of the gravel layer. Once the PVC pipe was installed approximately 20 gallons of water was poured into the pipe and allowed to infiltrate the gravel to pre-soak the soil before taking actual measurements of the infiltration rate. Following the pre-soak, the PVC pipe was filled with water and then the time to drain was measured. This process was repeated three times at each test location. The following tables provide a summary of the testing results: Percolation Test Location #1 Test # Depth of Water (in) Time to Drain (min) Infiltration Rate (in/min) Infiltration Rate (in/hr) 1 7.5 5.42 1.38 82.80 2 8.5 5.18 1.64 98.45 3 11 8.58 1.28 76.92 Percolation Test Location #2 Test # Depth of Water (in) Time to Drain (min) Infiltration Rate (in/min) Infiltration Rate (in/hr) 1 11 27.67 0.39 23.85 2 11.5 39.06 0.29 17.66 3 11 49.72 0.22 13.27 Based on the percolation test data, Test Location #1 yielded an average infiltration rate of 86.05 inches per hour and Test Location #2 yielded an average infiltration rate of 18.26 inches per hour. In order to determine the design infiltration rate, we have taken the average of these two values and then included a factor of safety of 2 to arrive at a value of 26 inches per hour. APPENDIX D StormTech Chamber Details ADVANCED DRAINAGE SYSTEMS, INC.RFOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.SC-310 STORMTECH CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-310.2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE ORPOLYETHYLENE COPOLYMERS.3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARDSPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERGVM - CHAMBER ABOZEMAN, MT 520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER ABOZEMAN, MTSHEETOF2 6NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):9.83MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):3.83MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):3.33MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):3.33MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):3.33TOP OF STONE:2.33TOP OF SC-310 CHAMBER:1.838" x 8" TOP MANIFOLD INVERT:0.7912" ISOLATOR ROW PLUS INVERT:0.58BOTTOM OF SC-310 CHAMBER:0.50BOTTOM OF STONE:0.00PROPOSED LAYOUT48 STORMTECH SC-310 CHAMBERS14 STORMTECH SC-310 END CAPS6STONE ABOVE (in)6STONE BELOW (in)40 STONE VOID1694INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)1360SYSTEM AREA (SF)162.3SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE0.90"12" BOTTOM PREFABRICATED END CAP, PART#: SC310EPE12BR / TYP OF ALL 12" ISOLATOR ROWPLUS CONNECTIONSAPREFABRICATED END CAP3.50"8" x 8" TOP MANIFOLD, MOLDED FITTINGSBMANIFOLD2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)ISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 12.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS56.33'24.83'51.02'22.83'10'5'0BAC ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMSPLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYER.ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSSVEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMICFORCE NOT TO EXCEED 20,000 lbs (89 kN).BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57NO COMPACTION REQUIRED.AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3DCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, INCREASE COVER TO 24" (600 mm).SUBGRADE SOILS(SEE NOTE 4)PERIMETER STONE(SEE NOTE 5)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)SC-310END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)16"(405 mm)18"(450 mm) MIN*8'(2.4 m)MAX6" (150 mm)MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN12" (300 mm) MIN12" (300 mm) TYP34" (865 mm)6"(150 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER ABOZEMAN, MTSHEETOF3 6 INSPECTION & MAINTENANCESTEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLESC-310 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESSC-310 CHAMBER12" (300 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPPART #: SC310EPE12BRSC-310 END CAPOPTIONAL INSPECTION PORTCOVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE5' (1.5 m) MIN WIDEONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER ABOZEMAN, MTSHEETOF4 6 NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)CHAMBER STORAGE14.7 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³)WEIGHT35.0 lbs.(16.8 kg)*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERSBUILD ROW IN THIS DIRECTIONSC-310 TECHNICAL SPECIFICATIONNTSOVERLAP NEXT CHAMBER HERE(OVER SMALL CORRUGATION)START END34.0"(864 mm)16.0"(406 mm)90.7" (2304 mm) ACTUAL LENGTH85.4" (2169 mm) INSTALLED LENGTHAABC9.9"(251 mm)15.6"(396 mm)PART #STUB ABCSC310EPE06T / SC310EPE06TPC6" (150 mm) 9.6" (244 mm)5.8" (147 mm)---SC310EPE06B / SC310EPE06BPC---0.5" (13 mm)SC310EPE08T / SC310EPE08TPC8" (200 mm) 11.9" (302 mm)3.5" (89 mm)---SC310EPE08B / SC310EPE08BPC---0.6" (15 mm)SC310EPE10T / SC310EPE10TPC10" (250 mm) 12.7" (323 mm)1.4" (36 mm)---SC310EPE10B / SC310EPE10BPC---0.7" (18 mm)SC310EPE12B12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)SC310EPE12BR12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OFTHE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT1-888-892-2694.* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.NOTE: ALL DIMENSIONS ARE NOMINALPRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"PRE CORED END CAPS END WITH "PC"520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER ABOZEMAN, MTSHEETOF5 6 NYLOPLAST DRAIN BASINNTSNOTES1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6. TO ORDER CALL: 800-821-6710A PART # GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFF3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com®ADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER ABOZEMAN, MTSHEETOF6 6 ADVANCED DRAINAGE SYSTEMS, INC.RFOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.SC-310 STORMTECH CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-310.2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE ORPOLYETHYLENE COPOLYMERS.3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARDSPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERGVM - CHAMBER BBOZEMAN, MT 520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER BBOZEMAN, MTSHEETOF2 6NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):9.83MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):3.83MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):3.33MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):3.33MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):3.33TOP OF STONE:2.33TOP OF SC-310 CHAMBER:1.838" x 8" TOP MANIFOLD INVERT:0.7912" ISOLATOR ROW PLUS INVERT:0.58BOTTOM OF SC-310 CHAMBER:0.50BOTTOM OF STONE:0.00PROPOSED LAYOUT43 STORMTECH SC-310 CHAMBERS18STORMTECH SC-310 END CAPS6STONE ABOVE (in)6STONE BELOW (in)40 STONE VOID1539INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)1241SYSTEM AREA (SF)147.2SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE0.90"12" BOTTOM PREFABRICATED END CAP, PART#: SC310EPE12BR / TYP OF ALL 12" ISOLATOR ROWPLUS CONNECTIONSAPREFABRICATED END CAP3.50"8" x 8" TOP MANIFOLD, MOLDED FITTINGSBMANIFOLD2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)ISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 12.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS42.10'31.50'36.79'29.50'10'5'0BAC ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMSPLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYER.ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSSVEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMICFORCE NOT TO EXCEED 20,000 lbs (89 kN).BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57NO COMPACTION REQUIRED.AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3DCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, INCREASE COVER TO 24" (600 mm).SUBGRADE SOILS(SEE NOTE 4)PERIMETER STONE(SEE NOTE 5)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)SC-310END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)16"(405 mm)18"(450 mm) MIN*8'(2.4 m)MAX6" (150 mm)MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN12" (300 mm) MIN12" (300 mm) TYP34" (865 mm)6"(150 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER BBOZEMAN, MTSHEETOF3 6 INSPECTION & MAINTENANCESTEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLESC-310 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESSC-310 CHAMBER12" (300 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPPART #: SC310EPE12BRSC-310 END CAPOPTIONAL INSPECTION PORTCOVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE5' (1.5 m) MIN WIDEONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER BBOZEMAN, MTSHEETOF4 6 NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)CHAMBER STORAGE14.7 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³)WEIGHT35.0 lbs.(16.8 kg)*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERSBUILD ROW IN THIS DIRECTIONSC-310 TECHNICAL SPECIFICATIONNTSOVERLAP NEXT CHAMBER HERE(OVER SMALL CORRUGATION)START END34.0"(864 mm)16.0"(406 mm)90.7" (2304 mm) ACTUAL LENGTH85.4" (2169 mm) INSTALLED LENGTHAABC9.9"(251 mm)15.6"(396 mm)PART #STUB ABCSC310EPE06T / SC310EPE06TPC6" (150 mm) 9.6" (244 mm)5.8" (147 mm)---SC310EPE06B / SC310EPE06BPC---0.5" (13 mm)SC310EPE08T / SC310EPE08TPC8" (200 mm) 11.9" (302 mm)3.5" (89 mm)---SC310EPE08B / SC310EPE08BPC---0.6" (15 mm)SC310EPE10T / SC310EPE10TPC10" (250 mm) 12.7" (323 mm)1.4" (36 mm)---SC310EPE10B / SC310EPE10BPC---0.7" (18 mm)SC310EPE12B12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)SC310EPE12BR12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OFTHE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT1-888-892-2694.* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.NOTE: ALL DIMENSIONS ARE NOMINALPRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"PRE CORED END CAPS END WITH "PC"520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER BBOZEMAN, MTSHEETOF5 6 NYLOPLAST DRAIN BASINNTSNOTES1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6. TO ORDER CALL: 800-821-6710A PART # GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFF3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com®ADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER BBOZEMAN, MTSHEETOF6 6 ADVANCED DRAINAGE SYSTEMS, INC.RFOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.SC-310 STORMTECH CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-310.2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE ORPOLYETHYLENE COPOLYMERS.3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARDSPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERGVM - CHAMBER CBOZEMAN, MT 520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER CBOZEMAN, MTSHEETOF2 6NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):9.83MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):3.83MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):3.33MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):3.33MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):3.33TOP OF STONE:2.33TOP OF SC-310 CHAMBER:1.838" x 8" TOP MANIFOLD INVERT:0.7912" ISOLATOR ROW PLUS INVERT:0.58BOTTOM OF SC-310 CHAMBER:0.50BOTTOM OF STONE:0.00PROPOSED LAYOUT64 STORMTECH SC-310 CHAMBERS16STORMTECH SC-310 END CAPS6STONE ABOVE (in)6STONE BELOW (in)40 STONE VOID2210INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)1761SYSTEM AREA (SF)183.2SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE0.90"12" BOTTOM PREFABRICATED END CAP, PART#: SC310EPE12BR / TYP OF ALL 12" ISOLATOR ROWPLUS CONNECTIONSAPREFABRICATED END CAP3.50"8" x 8" TOP MANIFOLD, MOLDED FITTINGSBMANIFOLD2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)ISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 12.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS63.45'28.17'58.14'26.17'10'5'0BAC ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMSPLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYER.ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSSVEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMICFORCE NOT TO EXCEED 20,000 lbs (89 kN).BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57NO COMPACTION REQUIRED.AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3DCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, INCREASE COVER TO 24" (600 mm).SUBGRADE SOILS(SEE NOTE 4)PERIMETER STONE(SEE NOTE 5)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)SC-310END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)16"(405 mm)18"(450 mm) MIN*8'(2.4 m)MAX6" (150 mm)MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN12" (300 mm) MIN12" (300 mm) TYP34" (865 mm)6"(150 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER CBOZEMAN, MTSHEETOF3 6 INSPECTION & MAINTENANCESTEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLESC-310 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESSC-310 CHAMBER12" (300 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPPART #: SC310EPE12BRSC-310 END CAPOPTIONAL INSPECTION PORTCOVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE5' (1.5 m) MIN WIDEONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER CBOZEMAN, MTSHEETOF4 6 NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)CHAMBER STORAGE14.7 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³)WEIGHT35.0 lbs.(16.8 kg)*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERSBUILD ROW IN THIS DIRECTIONSC-310 TECHNICAL SPECIFICATIONNTSOVERLAP NEXT CHAMBER HERE(OVER SMALL CORRUGATION)START END34.0"(864 mm)16.0"(406 mm)90.7" (2304 mm) ACTUAL LENGTH85.4" (2169 mm) INSTALLED LENGTHAABC9.9"(251 mm)15.6"(396 mm)PART #STUB ABCSC310EPE06T / SC310EPE06TPC6" (150 mm) 9.6" (244 mm)5.8" (147 mm)---SC310EPE06B / SC310EPE06BPC---0.5" (13 mm)SC310EPE08T / SC310EPE08TPC8" (200 mm) 11.9" (302 mm)3.5" (89 mm)---SC310EPE08B / SC310EPE08BPC---0.6" (15 mm)SC310EPE10T / SC310EPE10TPC10" (250 mm) 12.7" (323 mm)1.4" (36 mm)---SC310EPE10B / SC310EPE10BPC---0.7" (18 mm)SC310EPE12B12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)SC310EPE12BR12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OFTHE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT1-888-892-2694.* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.NOTE: ALL DIMENSIONS ARE NOMINALPRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"PRE CORED END CAPS END WITH "PC"520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER CBOZEMAN, MTSHEETOF5 6 NYLOPLAST DRAIN BASINNTSNOTES1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6. TO ORDER CALL: 800-821-6710A PART # GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFF3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com®ADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER CBOZEMAN, MTSHEETOF6 6 ADVANCED DRAINAGE SYSTEMS, INC.RFOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.SC-310 STORMTECH CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-310.2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE ORPOLYETHYLENE COPOLYMERS.3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARDSPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERGVM - CHAMBER DBOZEMAN, MT 520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER DBOZEMAN, MTSHEETOF2 6NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):9.83MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):3.83MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):3.33MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):3.33MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):3.33TOP OF STONE:2.33TOP OF SC-310 CHAMBER:1.838" x 8" TOP MANIFOLD INVERT:0.7912" ISOLATOR ROW PLUS INVERT:0.58BOTTOM OF SC-310 CHAMBER:0.50BOTTOM OF STONE:0.00PROPOSED LAYOUT29 STORMTECH SC-310 CHAMBERS10STORMTECH SC-310 END CAPS6STONE ABOVE (in)6STONE BELOW (in)40 STONE VOID1055INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)855SYSTEM AREA (SF)134.8SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE0.90"12" BOTTOM PREFABRICATED END CAP, PART#: SC310EPE12BR / TYP OF ALL 12" ISOLATOR ROWPLUS CONNECTIONSAPREFABRICATED END CAP3.50"8" x 8" TOP MANIFOLD, MOLDED FITTINGSBMANIFOLD2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)ISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 12.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS49.22'18.17'43.91'16.17'10'5'0BAC ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMSPLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYER.ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSSVEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMICFORCE NOT TO EXCEED 20,000 lbs (89 kN).BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57NO COMPACTION REQUIRED.AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3DCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, INCREASE COVER TO 24" (600 mm).SUBGRADE SOILS(SEE NOTE 4)PERIMETER STONE(SEE NOTE 5)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)SC-310END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)16"(405 mm)18"(450 mm) MIN*8'(2.4 m)MAX6" (150 mm)MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN12" (300 mm) MIN12" (300 mm) TYP34" (865 mm)6"(150 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER DBOZEMAN, MTSHEETOF3 6 INSPECTION & MAINTENANCESTEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLESC-310 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESSC-310 CHAMBER12" (300 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPPART #: SC310EPE12BRSC-310 END CAPOPTIONAL INSPECTION PORTCOVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE5' (1.5 m) MIN WIDEONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER DBOZEMAN, MTSHEETOF4 6 NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)CHAMBER STORAGE14.7 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³)WEIGHT35.0 lbs.(16.8 kg)*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERSBUILD ROW IN THIS DIRECTIONSC-310 TECHNICAL SPECIFICATIONNTSOVERLAP NEXT CHAMBER HERE(OVER SMALL CORRUGATION)START END34.0"(864 mm)16.0"(406 mm)90.7" (2304 mm) ACTUAL LENGTH85.4" (2169 mm) INSTALLED LENGTHAABC9.9"(251 mm)15.6"(396 mm)PART #STUB ABCSC310EPE06T / SC310EPE06TPC6" (150 mm) 9.6" (244 mm)5.8" (147 mm)---SC310EPE06B / SC310EPE06BPC---0.5" (13 mm)SC310EPE08T / SC310EPE08TPC8" (200 mm) 11.9" (302 mm)3.5" (89 mm)---SC310EPE08B / SC310EPE08BPC---0.6" (15 mm)SC310EPE10T / SC310EPE10TPC10" (250 mm) 12.7" (323 mm)1.4" (36 mm)---SC310EPE10B / SC310EPE10BPC---0.7" (18 mm)SC310EPE12B12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)SC310EPE12BR12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OFTHE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT1-888-892-2694.* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.NOTE: ALL DIMENSIONS ARE NOMINALPRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"PRE CORED END CAPS END WITH "PC"520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER DBOZEMAN, MTSHEETOF5 6 NYLOPLAST DRAIN BASINNTSNOTES1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6. TO ORDER CALL: 800-821-6710A PART # GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFF3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com®ADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER DBOZEMAN, MTSHEETOF6 6 ADVANCED DRAINAGE SYSTEMS, INC.RFOR STORMTECHINSTRUCTIONS,DOWNLOAD THEINSTALLATION APPIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGNENGINEER.9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT ANACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECHSTANDARD WARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.SC-310 STORMTECH CHAMBER SPECIFICATIONS1. CHAMBERS SHALL BE STORMTECH SC-310.2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE ORPOLYETHYLENE COPOLYMERS.3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARDSPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES.6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.7. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED INSECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATIONDURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROMREFLECTIVE GOLD OR YELLOW COLORS.8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2013 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERGVM - CHAMBER EBOZEMAN, MT, MT 520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER EBOZEMAN, MT, MTSHEETOF2 6NOTES• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):9.83MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):3.83MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):3.33MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):3.33MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):3.33TOP OF STONE:2.33TOP OF SC-310 CHAMBER:1.838" x 8" TOP MANIFOLD INVERT:0.7912" ISOLATOR ROW PLUS INVERT:0.58BOTTOM OF SC-310 CHAMBER:0.50BOTTOM OF STONE:0.00PROPOSED LAYOUT42STORMTECH SC-310 CHAMBERS14 STORMTECH SC-310 END CAPS6STONE ABOVE (in)6STONE BELOW (in)40 STONE VOID1498INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)1207SYSTEM AREA (SF)148.1SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE0.90"12" BOTTOM PREFABRICATED END CAP, PART#: SC310EPE12BR / TYP OF ALL 12" ISOLATOR ROWPLUS CONNECTIONSAPREFABRICATED END CAP3.50"8" x 8" TOP MANIFOLD, MOLDED FITTINGSBMANIFOLD2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)CNYLOPLAST (INLET W/ ISOPLUS ROW)ISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 12.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS49.22'24.83'43.91'22.83'10'5'0BAC ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMSPLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTIONCHAMBERS".3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITHCONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5. REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD ORYELLOW COLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHEDGRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'LAYER.ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THEEMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THECHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSSVEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMICFORCE NOT TO EXCEED 20,000 lbs (89 kN).BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THEFOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57NO COMPACTION REQUIRED.AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TOTHE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 357, 4, 467, 5, 56, 57PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3DCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, INCREASE COVER TO 24" (600 mm).SUBGRADE SOILS(SEE NOTE 4)PERIMETER STONE(SEE NOTE 5)EXCAVATION WALL(CAN BE SLOPED OR VERTICAL)SC-310END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)16"(405 mm)18"(450 mm) MIN*8'(2.4 m)MAX6" (150 mm)MINDEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN12" (300 mm) MIN12" (300 mm) TYP34" (865 mm)6"(150 mm) MINADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER EBOZEMAN, MT, MTSHEETOF3 6 INSPECTION & MAINTENANCESTEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.CATCH BASINORMANHOLESC-310 ISOLATOR ROW PLUS DETAILNTSSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESSC-310 CHAMBER12" (300 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPPART #: SC310EPE12BRSC-310 END CAPOPTIONAL INSPECTION PORTCOVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE5' (1.5 m) MIN WIDEONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER EBOZEMAN, MT, MTSHEETOF4 6 NOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm)CHAMBER STORAGE14.7 CUBIC FEET (0.42 m³)MINIMUM INSTALLED STORAGE*31.0 CUBIC FEET (0.88 m³)WEIGHT35.0 lbs.(16.8 kg)*ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERSBUILD ROW IN THIS DIRECTIONSC-310 TECHNICAL SPECIFICATIONNTSOVERLAP NEXT CHAMBER HERE(OVER SMALL CORRUGATION)START END34.0"(864 mm)16.0"(406 mm)90.7" (2304 mm) ACTUAL LENGTH85.4" (2169 mm) INSTALLED LENGTHAABC9.9"(251 mm)15.6"(396 mm)PART #STUB ABCSC310EPE06T / SC310EPE06TPC6" (150 mm) 9.6" (244 mm)5.8" (147 mm)---SC310EPE06B / SC310EPE06BPC---0.5" (13 mm)SC310EPE08T / SC310EPE08TPC8" (200 mm) 11.9" (302 mm)3.5" (89 mm)---SC310EPE08B / SC310EPE08BPC---0.6" (15 mm)SC310EPE10T / SC310EPE10TPC10" (250 mm) 12.7" (323 mm)1.4" (36 mm)---SC310EPE10B / SC310EPE10BPC---0.7" (18 mm)SC310EPE12B12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)SC310EPE12BR12" (300 mm) 13.5" (343 mm)---0.9" (23 mm)ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OFTHE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT1-888-892-2694.* FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm).BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.NOTE: ALL DIMENSIONS ARE NOMINALPRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"PRE CORED END CAPS END WITH "PC"520 CROMWELL AVENUE | ROCKY H ILL | CT | 06067860-529-8188 |888-892-2694 | WWW.STORMTECH.COMDetention Retention Water QualityADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER EBOZEMAN, MT, MTSHEETOF5 6 NYLOPLAST DRAIN BASINNTSNOTES1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6. TO ORDER CALL: 800-821-6710A PART # GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFF3130 VERONA AVEBUFORD, GA 30518PHN (770) 932-2443FAX (770) 932-2490www.nyloplast-us.com®ADVANCED DRAINAGE SYSTEMS, INC.R4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: 12/7/2020 DRAWN: ECPROJECT #: CHECKED: N/ATHIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.REV DRW CHKDESCRIPTIONGVM - CHAMBER EBOZEMAN, MT, MTSHEETOF6 6 APPENDIX E Groundwater Monitoring Results WELL #3 WELL #2 WELL #1 GROUNDWATER MONITORING WELL FIGURE Project Engineer:Project:Gallatin Mall (Fudruckers), Gallatin County, MTWell Information:bgs = below ground surface ags = above ground surfaceMW-1 MW-2 MW-36.306.75 9.904847.254847.13 4849.39Groundwater Information:MW-1 MW-2 MW-3Dry 4841.03 DryDry 4841.25 Dry4841.15 4841.13 4839.69Dry 4841.01 DryDry 4840.93 Dry04.23.2021Monitor Well DataDepth to Ground Water (feet-bgs)04.02.202104.09.2021Project Number: 200526Gallatin Mall, Groundwater MonitoringProject Location:04.14.202104.16.2021Well IDWell Depth (Feet)Top of Well (Elevation)Ground Elevation Date DESIGN REPORT WATER & SANITARY SEWER DEMAND CALCULATIONS GALLATIN VALLEY MALL RE-DEVELOPMENT Prepared for: Gallatin Mall Group, LLC. 2280 Grant Road, Suite A Billings, MT 59102 Prepared by: Project Number: 211237 April 2022 INTRODUCTION This project includes the proposed re-development of a portion of the existing Gallatin Valley Mall property. The re-development includes the demolition and re-development of a portion of the existing Gallatin Valley Mall and construction of four (4) new commercial buildings. A large portion of the existing parking lot will also be re-developed to add landscape and sidewalk islands, and re-align the parking stalls. The property is located within the Bozeman city limits and is currently zoned B-2 commercial. This project is located in the City of Bozeman’s South Pressure Zone (HGL 5125). As part of the project, a portion of the existing 8” water and sanitary sewer mains will be extended to serve the four (4) new commercial buildings located within the Phase 2 area. An existing 8” water main runs east-west through the property along the south side of the existing Gallatin Valley Mall and will be extended southward into Phase 2. Similarly, an existing 6” sanitary sewer main runs east-west through the property along the northern boundary line and a new 8” sanitary sewer main will be extended southward into Phase 2. The proposed water and sanitary sewer main extensions are shown on civil sheet C2.1. It is understood that a future infrastructure plan set and associated design report will be prepared and submitted for review and approval by both the City of Bozeman and the DEQ. This report is indented to outline the water and sanitary sewer demands for the purposes of the initial site plan submittal. Water Distribution System Demands The design parameters used herein are according to the City of Bozeman Design Standards and Specifications Policy (DSSP) dated May 2017. The water demands for the proposed water main extension were conservatively determined by the mechanical engineer (Morrison-Maierle) based on the fixture units. The 300 proposed fixture units are expected to generated an average day demand off 110 gpm. Average Day Demand (Peaking Factor = 1.0) Maximum Day Demand (Peaking Factor = 2.3) Peak Hour Demand (Peaking Factor = 3.0) Water Demands (300 fixture units) Average Day Demand = 110 gpm Maximum Day Demand = 110 gpm x 2.3 = 253 gpm Peak Hour Demand = 110 gpm x 3.0 = 330 gpm Sanitary Sewer Design Load The design parameters used herein are based on the DEQ Circular 4, specifically section 3.1, table 3.1-1. An average daily flow rate of 10 gpd per employee, 3 gpd per customer and 3 gpd per meal was used. The existing mall is occupied by approximately 120 employees while the new businesses associated with the redevelopment are estimated to produce approximately 80 new employees. As such, a total of 200 employee is used for the demand analysis. The number is proposed customers is based on the foot traffic analytics survey conducted by Placer Labs, Inc. at the Gallatin Valley Mall for the 2021 calendar year. In summary, there were 1.5 million visits that year, which is approximately 4,110 visits per day. The existing mall is about 300,000 square feet in size and results in a rate of 0.0137 visits per square foot. Approximately 50,000 square feet of retail space will be added as part of the redevelopment resulting in a total square footage of 350,000 square feet. Therefore, a total of 4,800 visitors per day is assumed. The restaurant area is anticipated to serve 500 meals per day. Projected Sewer Flows: (200 employees)(10 gal/day/person) = 2,000 gpd (4,800 visitors per day)(3 gal/day/person) = 14,400 gpd (500 meals per day)(3 gal/day/meal) = 1,500 gpd Infiltration (37.42 acres)(150 gal/day/acre) = 5613 gpd Total = 23,513 gpd = 16.33 gpm = 0.036 cfs Sanitary Sewer Hydraulic Analysis: The capacity of an 8-inch main is checked using Manning’s Equation: Q = (1.486/n)AR2/3S1/2 For an 8-inch PVC sewer main: Manning's n = 0.013 for PVC Minimum Slope = 0.004 ft/ft (~0.01 ft/ft is proposed) A = area = (3.14/4)d 2 = (3.14/4)(8/12)2 = 0.34907 ft2 P = perimeter = 2(3.14)r = 2(3.14)(4/12) = 2.0944 ft R = hydraulic radius = A/P = 0.34907/2.0944 = 0.16667 ft R2/3 = 0.30105 ft S = 0.004 ft/ft S1/2 = 0.0632 ft/ft Qfull = (1.486/0.013)(0.34907)(0.30105)(0.0632) = 0.7592 cfs Q0.75 = (0.75)(0.7592) = 0.5694 cfs > Qpeak = 0.036 cfs ∴ adequate Conclusion In conclusion, the 8-inch sanitary sewer main provides adequate capacity to service the proposed development. G:\C&H\21\211237\Design Reports\Sewer\211237 Water And Sanitary Sewer Design Report.Docx GALLATIN CROSSING COMPREHENSIVE SIGN PLAN 2825 West Main Street Bozeman, Montana 59718 July 15, 2022 INTENT It is the intent and purpose of this Gallatin Crossing Comprehensive Sign Plan to give all businesses an equal opportunity to have a sign that will help people find the services and goods they need by regulating and controlling the size, location, type, quality of materials, height, maintenance and construction of all signs and sign structures located at the Gallatin Valley Mall. Approval of all signs is by Gallatin Crossing’s sole discretion. PERMITTED SIGNS AT GALLATIN CROSSING Sec. 38.560.090. - Multi-tenant complexes with less than 100,000 square feet of ground floor area. The guidelines for the underlying zoning districts apply unless otherwise addressed in this section: The maximum permitted wall sign area allowed for each tenant space is the percentage of the total floor area on the zoned lot that the tenant occupies multiplied by the wall area allowed by section 38.560.060.A.2 or section 38.560.060.B.2, unless otherwise allocated in an approved comprehensive sign plan per section 38.28.070. If the lot has more than one building frontage, the individual tenant space may derive sign area only from the frontage(s) which the space faces. Lots under this section are allowed a low profile sign that identifies the complex, which conforms to this division 38.560, in addition to the sign area already permitted under section 38.560.060.A.2 or section 38.560.060.B.2. Section 38.560.110 – Indoor shopping mall complexes with more than 100,000 square feet of ground floor area. The Gallatin Crossing Comprehensive Sign Plan allows for the following: FREESTANDING SIGNS. By Landlord ONLY. a. Pole-style signs. One pole-style sign per street frontage not to exceed 48 square feet in area or 16 feet in height. The sign area computed for a pole-style sign shall not be subtracted from the maximum allowable wall signage permitted for the entire complex. b. Low profile signs. One low profile sign shall be permitted at each secondary entrance of the complex, provided each sign shall not exceed 32 square feet in area, nor five feet in height, and must be set back a minimum of five feet from the property lines. All low profile signs shall only identify the complex and must display the street number address in figures which are at least six inches high. Low profile signs complying with these regulations will not be factored when calculating the maximum permitted wall sign area. All free standing signs shall comply with Section 38.28.130 BMC. Signs shall not be placed in sight vision triangles as they are established in Section 38.24.100, unless specifically authorized. WALL SIGNS. Each anchor tenant occupying 20,000 square feet or more shall be permitted 300 square feet of wall signage. Each tenant with an exclusive outdoor customer entrance shall be permitted wall signage square footage calculated from five percent of the ground floor area. Sign location to be approved by Gallatin Valley Mall. Any change to the initial design of any sign structure shall be subject to the prior written approval of GVM. Once constructed, such sign structure may not be altered or modified without the prior written approval of GVM. The cos of constructing, installing, maintaining, insuring, operating, repairing and replacing such sign structure and sign fascia shall be paid by the applicable Tenant or Anchor Tenant. For wall signs proposed on individual tenant spaces, scaled elevations of the building(s) with all existing and proposed sign locations on the building identified by sign type and maximum size for each location. Section 38.560.070. - Wayfinding signage. Purpose. Wayfinding signs serve to assist travelers in navigating the larger community and identifying defined districts. Wayfinding signs or kiosks are not intended to serve as off-premises advertising for individual entities. Defined districts. To qualify as a district an area must have a significant commonality of purpose and identity, and shared functions serving the larger community. Designation as a district is at the discretion of the city and will only be granted when found to be consistent with the intent of this division 38.560 and the city's other adopted regulations, policies and plans. Approval of district designation is the duty of the review authority, who must make written findings of the decision. Wayfinding signage is intended to add to the district's "sense of place" and may include district identification signs, directory signs to designate shared or common spaces such as parking facilities, parks, trails and open space. It may also include pedestrian-scale informational kiosks to announce district events and/or to list a directory that corresponds with a map presented in the kiosk. Wayfinding signs may not advertise specific businesses or otherwise constitute off-premises signs. Wayfinding signage is permitted within districts only after approval of a comprehensive wayfinding signage plan. PROHIBITED SIGNS All signs not expressly permitted under this Sign Plan, are prohibited at Gallatin Crossing. Such signs include, but are not limited to: 1. Portable signs; 2. Roof signs; 3. Revolving signs; 4. Beacons, spotlights; 5. Flashing, blinking, or animated signs, or LED or other electronic messaging signs; 6. Pennants, streamers, wind socks, pinwheels, or similar items; 7. Stringed flags; 8. Inflatable signs and tethered balloons; 9. Signs located in public rights-of-way; and 10. Signs that resemble an official traffic sign or signal, and signs that resemble traffic signs because they predominately display the words "STOP," "GO SLOW," "CAUTION," "DANGER," "WARNING," or similar words that are commonly used by agencies of government and construction contractors to draw attention to traffic or roadway hazards. TEMPORARY SIGNS Temporary and special event signs, such as banners, tethered balloons and inflatable signs, shall be allowed only by written permission from Gallatin Crossing and must comply with all applicable Governmental Regulations. SIGN PERMIT REQUIREMENTS Any proposed sign to be placed, constructed, erected or modified on the property or on the building, the owner of the sign shall secure a sign and building permit prior to the construction, placement, erection or modification of such a sign. Furthermore, the property and/or sign owner shall maintain in force, at all times, a permit for such sign. No permit of any kind shall be issued for an existing sign or proposed sign unless such sign is consistent with the requirements of Article 28, BMC. All proposed signs must comply with the following Design Guidelines: · Section 38.28.060 BMC for the zoning district and the type of sign proposed. · The requirements of Section 38.17.020 Class 2 Entry Corridor Overlay District. · The requirements of the Gallatin Valley Mall Comprehensive Sign Plan. SIGN COORDINATION The purpose of the Comprehensive Sign Plan is to coordinate graphics and signs with the overall exterior building design. The coordination shall be achieved by: 1. Using the same type of cabinet supports or method of mounting for signs of the same type; using the same type of construction for components, such as sign copy, cabinet and supports; using other types of integrating techniques, such as common color elements, determined appropriate by the review authority. 2. Using the same form of illumination for all signs, or by using varied forms of illuminations determined compatible by Gallatin Valley Mall. SIGN AREA CALUCLATIONS Per Sec. 38.28.110 BMC Gross Building Area: 253,126 SF Each anchor tenant occupying 20,000 square feet or more shall be permitted 300 square feet of wall signage. CURRENT ANCHOR SIGNAGE Anchor Allowed Actual Macy’s Total Sign Area: 300 SF 228 SF Jo-Ann Total Sign Area: 300 SF 217.5 SF Healthcare Total Sign Area: 300 SF TBD Barnes & Noble Total Sign Area: 300 SF TBD Gallatin Cinemas Total Sign Area: 300 SF 475 SF Each tenant with an exclusive outdoor customer entrance shall be permitted wall signage square footage calculated from five percent of the ground floor area. See exhibit A for proposed tenant signs. EXHIBIT A – Gallatin Crossing Comprehensive Sign Site Plan EXHIBIT B – Pad Building Sign Allocation WEST M AI N S T R E E T TT COLLABORATIVE DESIGN GALLATIN CROSSING COMPREHENSIVE SIGN PLAN 1"= 100'-0"15 APRIL 2022 L1 MACY'S 51,448 SF JO-ANN 20,020 SF BARNES AND NOBLE 24,875 SF GALLATIN VALLEY CINEMA 37,377 SF L2 L3 K2 G1 F1 B1 B2 A11 A21 F2 C1 L F A1 A2 SIGN SIZE AREA MACY'S (EX)5.5'x16'88 SF MACY'S (EX)4'X13'52 SF MACY'S (EX)5.5'X16'88 S4 L1 L2 L3 RETAIL ANCHOR 300 SF RETAIL ANCHOR 300 SF RETAIL 5%300 SF RETAIL 5%36 SF JO-ANN (EX)5'X19'95 SF JO-ANN (EX)3.5'X35' 122.5 SF RETAIL 5%60 SF RETAIL 5%115 SF RETAIL 5%88 SF K1 G1 F1 HEALTHCARE ANCHOR 100 SF HEALTHCARE ANCHOR 200 SF C1 C2 RESTAURANT 5%270 SF RESTAURANT 5%300 SF BARNES & NOBLE (EX)8'X30'240 SF GALLATIN CINEMA (EX)5'X15'75 SF GALLATIN CINEMA (EX)8'X50'400 SF B2 A11 A21 F2 B1 K2 G2 A22 K1 A22 RETAIL 20,087 SF RETAIL 25,518 SF RETAIL 7,782 SF K1 K2 HEALTHCARE 36,878 SF C G PAD C PAD E PAD F PAD D C2 FOOD 5,394 SF B1 FOOD 9,780 SF B2 G2 E1 E2 E3 2,200 SF 1,200 SF 2,300 SF 1,758 SF E2 E3 E1 SEC. 38.560.110 - INDOOR SHOPPING MALL WITH > 100,000 SF LP1 WF1 LP2 LP3 LOW PROFILE SIGNS EXISTING MONUMENT SIGN NEW ENTRY SIGNAGE - 'GALLATIN CROSSING' NEW ENTRY SIGNAGE - 'GALLATIN CROSSING' LP1 LP2 LP3 WF1 SEC. 38.560.070 - WAYFINDING SIGNAGE NEW MONUMENT SIGN - HEALTHCARE EXHIBIT A 66 SF66 SF 64 SF 64 SF 64 SF 64 SF 72 SF 47 SF 47 SF 47 SF 47 SF 47 SF 47 SF 60 SF 60 SF48 SF48 SF 90 SF 165 SF186 SF COLLABORATIVE DESIGN GALLATIN CROSSING COMPREHENSIVE SIGN PLAN 1"= 100'-0"15 APRIL 2022 F1 SOUTH ELEVATION 171'256 SF EAST ELEVATION 90'135 SF C1 C2 D2 F2 D1 E2 E1 SEC. 38.560.090 - MULTI-TENANT COMPLEXES WITH < 100,000 SF 90'-0"171'-0" 188'-0" GALLATIN CROSSING - PAD C GALLATIN CROSSING - PAD D GALLATIN CROSSING - PAD E GALLATIN CROSSING - PAD F 125'-0"80'-0" 124'-0"109'-0" 49'-0" BUILDING BLDG SIGN SIDE LENGTH AREA C1 C2 EAST ELEVATION 49'73 SF NORTH ELEVATION 188'282 SF NORTH ELEVATION 124'186 SF NORTH ELEVATION 109'163 SF WEST ELEVATION 125'187 SF SOUTH ELEVATION 80'120 SF D1 D2 E1 E2 F1 F2 1.5 SF SIGN AREA PER LINEAR FOOT OF BUILDING FRONTAGE ORANGE LINE DENOTES STOREFRONT BLOCK FRONTAGES EXHIBIT B TRAFFIC IMPACT STUDY UPDATE REPORT for GALLATIN VALLEY MALL REDEVELOPMENT Bozeman, Montana Prepared for Collaborative Design Architects Prepared by Marvin & Associates 1300 North Transtech Way Billings, MT 59102 April 20, 2022 TRAFFIC IMPACT STUDY UPDATE REPORT for GALLATIN VALLEY MALL REDEVELOPMENT Bozeman, Montana Prepared for Collaborative Design Architects Prepared by Marvin & Associates 1300 North Transtech Way Billings, MT 59102 PTOE #259 April 20, 2022 i TABLE OF CONTENTS PAGE INTRODUCTION 1 EXISTING CONDITIONS 3 Streets and Intersections 3 Traffic Volumes 3 Speeds 5 Capacity 5 TRIP GENERATION 6 TRIP DISTRIBUTION 9 TRAFFIC ASSIGNMENT 10 TRAFFIC IMPACTS 12 Traffic Volumes 12 Capacity Impacts 13 Safety Impacts 15 FUTURE ACCESS OPERATIONS 15 MITIGATING MEASURES 18 OFF-SITE INTERSECTION COST PARTICIPATION 33 CONCLUSIONS & RECOMMENDATIONS 34 Residential/Office Development 34 Full Subdivision Development 34 APPENDIX A – Traffic Volumes APPENDIX B1 – Existing Capacity Calculations APPENDIX B2 – Existing Plus Full Development Capacity APPENDIX B3 – Future Traffic Capacity APPENDIX C – Traffic Assignment Model ii LIST OF TABLES PAGE Table 1. Existing Capacity Analysis Summary 5 Table 2. Gallatin Valley Mall Trip Generation 7 Table 3. Trip Mode & Classification Summary 8 Table 4. Trip Type Summary Peak Hour Traffic Periods 9 Table 5. Existing Plus Site Traffic Capacity Summary 14 Table 6. Future Traffic Projections Capacity Summary 17 LIST OF FIGURES Figure 1. Gallatin Valley Mall Redevelopment Plan 2 Figure 2. Year 2022 Peak Hour Traffic Volumes 4 Figure 3. Total Site Development Peak AM Hour Traffic Assignment 11 Figure 4. Existing Plus Site Traffic Volumes . 13 Figure 5. Future Traffic Projections with Full Development Site Traffic 16 Figure 6. Southbound Vehicle Queue Backup 18 Gallatin Valley Mall Redevelopment TIS Update Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 1 INTRODUCTION This report summarizes a Traffic Impact Study (TIS) update for new developments within the Gallatin Valley Mall property which is located north of Huffine Lane at College Street. in Bozeman, Montana (see Figure 1). A previous study for planned additions to the Gallatin Valley Mall was completed in November 2029 by Abelin Traffic Services. That study addressed impacts associated with the addition of approximately 45,800 square feet of commercial retail space along with reconfiguration of internal traffic circulation patterns. Since that time, a 30,000 square foot grocery store (Whole Foods) was constructed within the property the original plan was modified to include 4 additional commercial buildings totaling 48,000 sf of retail space along with demolition of part of the unoccupied portion of the mall to accommodate construction of a 34,000-sf medical clinic. The City of Bozeman has required an update of the original TIS due to the extent of land use changes being proposed. Figure1 illustrates the development plan addressed within this TIS. The recently constructed Whole Foods Market is in the southwest quadrant of the property. Phase 1 of the redevelopment plan would include the 34,000 sf SCl Health Clinic building in the northeast quadrant of the property. The second phase of development would include the four retail buildings north of a new roundabout located in the middle of the property. Collaborative Design Architects retained Marvin & Associates to update the previous TIS for the Gallatin Valley Mall redevelopment project. This TIS addresses total subdivision development impacts for current year 2022 traffic operating conditions along with future traffic conditions on the adjacent street network. The study methodology and analysis procedures within this study employed the latest technology and nationally accepted standards in the area of site development and transportation impact assessment. Recommendations made within this report are based on accepted standards and the professional judgment of the author. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 2 Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 3 EXISTING CONDITIONS Streets and Intersections The previous November 2020 TIS study encompassed the three Mall access intersections on Huffine Lane and Main Street with the focus being on the arterial/arterial intersection of Huffine Lane and College Street. Descriptions of the existing streets and intersection within the original study have not changed in the past two years. Traffic Volumes Mio-Vision traffic counts were taken at the three site access intersections with Huffine Lane (Main Street) and manual counts were taken at the internal intersection north of the College Street intersection with Huffine Lane. Appendix A contains the Mio-vision count summaries in the peak AM, Noon, and PM hours. Since some of the counts were taken on different days, a balancing model was developed to adjust counts to average annual weekday traffic volume levels. Appendix A shows the model results adjusted by Montana Department of Transportation (MDT) daily and monthly traffic variation factors. Average weekday traffic (AWT) volumes on study street links were also calculated within the model. Figure 3 illustrates turning movement counts in the Noon and PM peak hour periods along with average weekday traffic (AWT) on the adjacent streets. Analysis of the peak Am hour traffic was omitted from the study since site traffic is minimal in the AM hour while background traffic on the surrounding streets is significantly less that the noon and PM hour conditions. The count balancing algorithm used the intersection of Huffine Lane and College Street as the cardinal intersection. AWT volumes, shown in Figure 2 were estimated based on turning movement counts using daily and hourly traffic variation factors. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 4 Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 5 Speeds The posted speed limit on Huffine Lane 45 mph, while the speed limit on College Street is 35 mph east of Huffine Lanel. Capacity Capacity calculations were completed for all the study intersections during the peak Noon and PM hours. Capacity calculations can be found in Appendix B-1 of this report. Table 1 provides measures of effectiveness (MOEs) summaries for Noon and PM peak hour conditions at each of the intersections. MOEs include control delay in seconds per vehicle, the level of service (LOS), and the maximum vehicle queues on the worst approach legs. It was determined that the overall LOS at all the intersections currently operate at a LOS “C” or better with the exception of Huffine Lane and College Street where the southbound approach operates at LOS “D” in both the Noon and PM peak hours. The maximum vehicle queues on that approach are eight vehicles in the Noon hour and 4 vehicles in the PM hour. . Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q SB- Worst 18.1 C 1 16.8 16.8 C 1 Overall 34.6 C 12 Overall 33.5 C 11 SB- Worst 39.6 D 8 SB- Worst 39.3 D 4 NB- Worst 11.3 B 1 NB- Worst 10.4 B 1 WB-Worst 11.6 B 1 WB-Worst 9.7 A 1 Main Mall Entrance East-West Stop Control Table 1. Existing Capacity Calculation Summary Huffine Lane & Harmon Stream Blvd PEAK PM HOUR Huffine Lane & College Street Main Street & Eastern Mall Access PEAK NOON HOUR Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 6 TRIP GENERATION The original TIS study utilized the ITE Trip Generation Report 10th Edition. Since that time, the 11th Edition of the report was issued, and this update uses the appropriate trip rates for the proposed developments. The Whole Foods Market, which had recently been constructed, was not yet occupied at the time that traffic data was collected for this study, so that land use is included in the development’s trip generation analysis as ITE Trip Generation Code 850 “Supermarkets”. The SCL Clinic to be constructed in Phase 1 of the latest development plan is represented by ITE Trip Generation Code 630 “Clinics”. The four planned retail structures in Phase 2 fits the description of ITE Trip Generation Code 822 “Retail Plaza”. The values expressed in Table 2 are used to provide an estimate of trip generation associated with Gallatin Valley Mall development plans. The buildings’ square footage, ITE Trip Generation Rates, and the calculated average weekday trips (AWT), peak AM hour, peak Noon hour, and peak PM hour trips are summarized in Table 2. The planned development would generate approximately 6,348 trips on the average weekday with 250 trips in the AM hour, 660 trips in the Noon hour, and 620 trips in the PM hour. The Whole Foods Market would generate approximately 44% of total AWT, 31% of the peak Noon hour trips and 43% of peak PM hour trips. The peak AM hour trips (250) for the development would only be 38% of total trips in the Noon hour (660). Since the AM hour trips are significantly less that the other peak hours and traffic on the adjacent street is also appreciably less than the Noon and PM hour trips, the peak AM hour was omitted from the impact analysis. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 7 In addition to total trip generation numbers, it is important to know the type of trips to rigorously evaluate traffic impacts. Some percentage of total trips could be assigned to the bike/pedestrian mode. Since there would be an appreciable amount of complimentary trip producers within walking and biking distance of the proposed development, alternative trip modes were assumed to be 2% of all trips. Internal capture trips are important for certain developments. In this case, there could be trips made between the office/commercial sectors. Internal capture trips would be made by using vehicles, bikes, and pedestrian modes. The ITE Trip Generation handbook provides guidance on assigning internal capture trips and was used to determine that between 2% and 17% of trips between the various land uses would occur during various times of the day. There are also three classifications of trip types related to use of the street system: 1) Primary purpose trips are trips for which the development is a primary destination from any origin. 2) Diverted linked trips are trips made to the development as a secondary destination and are diverted from a path between an origin and a primary destination. 3) Passerby trips are also trips made to a development as a secondary destination, but the primary trip path is on the adjacent street system, i.e., stop on the way home from work. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 8 For this development, it was assumed that most passerby trips would involve traffic on Huffine Lane (Main Street). Using the ITE Trip Generation Report for guidance, it was determined that Passerby Trips for the Whole Foods Market would range between 20% and 36% during various hours of the day and the shopping plaza would attract passerby trips ranging between 15% and 38%. Table 3 summarizes the trip mode and trip classification factors impact on total trip generation. The net number of new AWT on the street system would be 4,346 with 449 new trips in the Noon hour and 403 in the PM hour. Table 3. Trip Mode & Classification Summary Total Ped/Bike Net Veh.ICT Net Ext.Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 2815 56 2759 479 2280 593 1687 Peak AM Hour 86 2 84 2 82 16 66 Peak Noon Hour 203 4 199 28 171 38 133 Peak PM Hour 269 5 264 16 248 89 159 Average Weekday 1278 26 1252 64 1188 0 1188 Peak AM Hour 83 2 81 2 79 0 79 Peak Noon Hour 92 2 90 4 86 0 86 Peak PM Hour 123 2 121 12 109 0 109 Average Weekday 2255 45 2210 248 1962 491 1471 Peak AM Hour 81 2 79 2 77 12 65 Peak Noon Hour 365 7 358 47 311 81 230 Peak PM Hour 237 5 232 14 218 83 135 Total Ped/Bike Net Veh.ICT Net Ext.Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 6348 127 6221 791 5430 1084 4346 Peak AM Hour 250 6 244 6 238 28 210 Peak Noon Hour 660 13 647 79 568 119 449 Peak PM Hour 629 12 617 42 575 172 403 Time Period Whole Foods Clinic Shopping Plaza Total New Development Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 9 Table 4 was created to summarizes trip types entering and exiting the site development to be used in traffic assignment analysis. New external trips represent traffic that would not currently be on the adjacent streets during the peak hour traffic periods. Passerby trips are existing trips that are on the existing street system that would exit to the site and return on their journey using the same access or an alternative site access. TRIP DISTRIBUTION There are various methods available to determine the directional distribution of trips to and from site developments. For developments within a large, urbanized area, the task is best accomplished through the creation of a computerized transportation model of the urban street system, which includes the proposed development changes. When the creation of a model is not feasible, realistic estimates can be made by determining the distribution of existing traffic volumes on the surrounding street system. The existing distribution can then be applied to newly generated trips, with adjustments made based upon the likely access points and the locations of development land uses within the site. For the Gallatin Valley Mall development, new land uses will have a similar area of influence as existing mall traffic. Thus, existing access traffic counts in the Noon and PM hours were used to calculate the directional distribution of trips to and from the site development. Total Enter Exit Total Enter Exit Total Enter Exit New External Trips 210 142 68 310 168 142 403 181 222 Passserby Trips 28 16 12 119 61 58 172 87 85 Access Vehicles 238 158 80 429 229 200 575 268 307 Peak PM Hour Table 4. Trip Type Summary Peak Hour Traffic Periods Peak AM Hour Peak Noon Hour Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 10 Calculations using existing access traffic patterns for the Noon hour and PM hour were made to determine the directional distribution of traffic. After adjusting for existing passerby trips, it was determined that the primary trip distribution would be 82% on Huffine Lane (Main Street) with 41% of the trips split equally east and west of the mall development site. The remaining 18% of trips would be distributed to College Street. Passerby trip distribution depends solely on the split in directional traffic on Huffine Lane (Main Street). In the peak noon hour, the split is 52% eastbound and 48% westbound. In the peak PM hour, the split is 47% eastbound and 53% westbound. TRAFFIC ASSIGNMENT Assignment of site traffic to the street system and site access points is normally dependent upon several factors, directional distribution, passerby distribution and operational conditions at the site and on the street system. Directional distribution was discussed in the previous section. Assignment of traffic to the access points is influenced by the location of specific land uses within the site, internal site circulation, number of approaches, internal travel time and capacity of the access movements. Two separate traffic assignment routines were used: one for primary trip assignment (new traffic) and one for assignment of passerby traffic. Traffic assignment models were created and can be found in Appendix C. Figures 3 presents full development Noon and PM peak hour site traffic assignments. The total traffic assignments includes the combination of primary and passerby assignments. Primary trips are assigned at external intersections, while both primary and passerby trips are assigned to intersections that are affected by the location of site accesses on Huffine Lane (Main Street). Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 11 Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 12 TRAFFIC IMPACTS Traffic Volumes Figure 4 presents a summary of existing peak Noon hour and peak PM hour traffic plus full development site traffic volumes. The turning movement volumes are calculated by adding the site generated traffic assignment volumes to existing traffic volumes. Also shown in Figure 4 is the relative percentage increases that site traffic would add to existing AWT volumes. The highest percentage increase for full development traffic impacts on the existing streets would be 8% on College Street and 7% on Huffine Lane (Main Street). Site access AWT increases would range from 16% on the eastern one-way entry access to 125% at the Harmon Stream Boulevard access. At the main mall access (Huffine Lane and College Street intersection) AWT volumes would increase by 29%. The high percentage increase at the Harmon Stream Boulevard access is closely related to traffic from the Whole Foods Market traffic. Opening of the Whole Foods Market in the near future would not fully impact operations at the intersection of Huffine Lane and College Street. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 13 Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 14 Capacity Impacts Appendix "B-2" contains capacity calculations for existing plus full development site traffic peak hour conditions. Table 5 presents a summary of capacity impacts at all the study intersections. In comparing the MOEs in Table 5 to Table 1, there would be some minor differences in the average delay on some of the approaches. However, the most substantial difference would be at the intersection of Huffine Lane and College Street where the overall LOS would drop from LOS “C” to LOS “D,” even though the overall delay would only increase by 2 to 3 seconds per vehicle. More significant would be the maximum vehicle queues on the southbound approach which would increase from 4 vehicles in the peak PM hour period to 9 vehicles. This is significant since 9 vehicles would back-up into the proposed internal site roundabout intersection. It was determined that the southbound vehicle queue could be reduced by revising the lane markings on the main mall access to utilize dual left turn lanes and by revising the signal timing. Capacity calculations (Appendix B-2) indicate that the alternate phasing plan would increase the overall LOS to “C” in the peak Noon hour. In addition, the southbound left turn lane maximum queue would be reduced to 4 vehicles in the noon hour and 5 vehicles in the PM hour. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q SB- Worst 20.3 C 1 16.8 18.6 C 2 Overall 36.2 D 12 Overall 36.9 D 12 SB- Worst 40.7 D 8 SB- Worst 42.9 D 9 NB- Worst 11.8 B 1 NB- Worst 10.6 B 1 Overall 5.1 A 1 Overall 5.1 A 1 EB-Worst 5.7 A 1 WB-Worst 5.8 A 1 Table 5. Existing Plus Site Traffic Capacity Summary Huffine Lane & Harmon Stream Blvd PEAK PM HOUR Huffine Lane & College Street Main Street & Eastern Mall Access Main Mall Entrance Roundabout PEAK NOON HOUR Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 15 Safety Impacts In addition to capacity impacts, safety of the proposed site layout and accesses would be a prime factor in consideration of impacts to the street system. Increased traffic volumes at the access points could result in an increased number of accidents due to increased exposure rates. At certain points along the system, usually at intersections, safety concerns are the greatest. From observations, the current intersection controls and geometrics are appropriate for the operational demands. Traffic counts at the unsignalized intersections indicate that there are some vehicles making prohibited movements. However, prohibited movements and other movements with limited capacity are usually made at times when there is little or no conflicting traffic on Huffine Lane. FUTURE ACCESS OPERATIONS Consideration of access operations in the future need to be assessed to determine if future traffic increases on the roadway system would change the efficiency of the proposed accesses. Traffic on both Huffine Lane and College Street can be expected to increase in the coming years due to continued development and urban growth in Bozeman and the surrounding areas of Gallatin County. An examination of MDT historical traffic data on Huffine Lane and College Street over the past 10 years indicates that there are dramatic variations in AWT from year to year and can increase or decline by as much as 10%. The most recent 10-year period, from 2011 to 2021, the annual average daily traffic increased by 9.5% on Huffine Lane while traffic did not increase on College Street during the same time period. Year 2022 counts indicated that there was an appreciable increase from year 2021 levels. Even though population growth in the Bozeman area has increased at a far greater rate than traffic growth on Huffine Lane or College Street, alternative east-west arterial routes have been and will continue to be developed that will temper uncontrolled growth of the Huffine Lane (Main Street) corridor. Therefore, it was determined that an annual growth rate of 1% applied to a 15-year forecast would provide a reasonable approximation of future traffic. Figure 5 presents the calculated 15-year traffic projections at the study intersections. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 16 Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 17 Capacity calculations for future traffic projections can be found in Appendix B-3. Table 6 is a summary of the future capacity calculations. The LOS “E” on the southbound approach to the Huffine Lane and Harmon Stream Boulevard intersection is a result of left turn movements onto Huffine Lane. Since the demand for that movement would only be slightly higher than 10 vehicles, it can be assumed that long delays associated with that movement would discourage drivers from attempting it during peak hour conditions. As an alternate they would use the signal at College Street instead. Future capacity calculations at the Huffine and College Street intersection were based on anticipated revisions to the intersection using dual left turn lanes on the southbound approach. Future traffic volumes would decrease the LOS from “C” to “D” in the peak Noon hour period. In the peak PM hour period, the overall LOS would remain at LOS “D,” and the vehicle queues on the southbound left turn lane would remain at 5 vehicles. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q SB- Worst 38.5 E 2 16.8 30.1 D 2 Overall 36.1 D 13 Overall 39.2 D 14 NB- Worst 39.0 D 5 NB- Worst 41.8 D 8 NB- Worst 13.7 B 1 NB- Worst 11.0 B 1 Table 6. Future Traffic Projections Capacity Summary PEAK NOON HOUR PEAK PM HOUR Huffine Lane & Harmon Stream Blvd Huffine Lane & College Street Main Street & Eastern Mall Access Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 18 MITGATING MEASURES Full development capacity impacts were determined at the study intersections. It was determined that the intersection of Huffine Lane and College Street currently operates at LOS “C.” If the proposed site development existed today, the intersection would be reduced to LOS “D” with maximum vehicle queues of 9 vehicles in the southbound left turn lane which would block the internal roundabout intersection as illustrated in Figure 6. Gallatin Valley Mall Redevelopment Traffic Impact Study Update MARVIN & ASSOCIATES 19 Operations at this intersection could be improved by restriping the southbound approach to accommodate dual left turn lanes and adding signing with a new signal head for the additional turn lane. Current signal phasing at this intersection already incorporates split phasing for northbound and southbound traffic so major signal modifications should not be required. The dual left turn lanes would reduce the amount of green time needed for the southbound signal interval that could then be utilized for through traffic movements on Huffine Lane. Coordination with MDT would be required to implement these changes to ensure that Huffine Lane operates as efficiently as possible CONCLUSIONS & RECOMMENDATIONS Gallatin Valley Mall Development plans will include enhanced commercial and medical facilities within the mall property. The TIS update estimated trip generation based on the planned land uses within the property and calculated traffic assignment at the existing accesses to the development property. Analysis of impacts to the intersections on Huffine Lane (Main Street) as well as the planned internal roundabout intersection was completed for existing plus site traffic as well as future traffic conditions. It was determined that operations at the intersection of Huffine Lane and College Street will be impacted by reducing the overall level of service from C” to “D.”, when all the proposed land uses have been constructed and occupied. To maintain the highest LOS practical on Huffine Lane and ensure that the proposed internal roundabout intersection operates without future conflicts, it would be necessary to change operations of the signalized intersection to allow dual left turn lanes on the southbound approach. More detail analysis of the Huffine Lane and College Street signal would be required prior to design changes to determine optimum phasing schemes. APPENDIX A Traffic Count Volumes Total Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Entering 7:30 AM 20001150706000821050389 7:45 AM 2000215611070104269100462 8:00 AM 3000116611040001324160445 8:15 AM 10100166120160001622860446 Peak AM 8010463841033010419482701742 % Trucks 0% 0% 0% 0% 0% 1% 2% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.94 12:00 PM 13 22032155003310012229260586 12:15 PM 29 00072164204401017203230582 12:30 PM 20 14032253403700010200131548 12:45 PM 17 0109186360310109229180537 Peak Noon 79 3 7 0 22 842 162 0 145 1 2 0 48 861 80 1 2253 % Trucks 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 0% PHF =0.97 4:00 PM 24 0405231260330007207130550 4:15 PM 29 0203259240200008244201610 4:30 PM 23 1204249240281009225230589 4:45 PM 22 0411260240270005223131581 5:00 PM 23 0206308240361006235130654 5:15 PM 24 0202272160320007258160629 5:30 PM 21 1104230220290005235170565 5:45 PM 17 24042252601801018238261580 Peak PM 92 1 10 1 13 1089 88 0 123 2 0 0 27 941 65 1 2453 % Trucks 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.94 Study Name Huffine Lane and Harmon Stream Blvd Start Date 04/05/2022 Start Time 7:30 AM Site Code Project Gallatin Valley Mall Redevelopment Southbound Westbound Northbound Eastbound Harmon Stream Blvd Huffine Lane Harmon Stream Blvd Huffine Lane Total Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Entering 7:30 AM 211019650225218111120 357 7:45 AM 011011271202043410315910 454 8:00 AM 2110091171345417811850 376 8:15 AM 3100514081024408514210 432 Peak AM 74307454422781936347530901619 % Trucks 0% 0% 0% 0% 0% 1% 2% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.89 12:00 PM 21 11 31 0 19 153 16 0 2 16 71 0 49 159 23 0 571 12:15 PM 23 8 32 0 12 173 29 0 9 17 69 0 71 185 19 0 647 12:30 PM 33 14 36 0 14 164 20 1 2 12 62 1 52 186 15 0 612 12:45 PM 22 18 40 0 12 178 22 0 8 16 61 2 59 179 18 0 635 Peak Noon 99 51 139 0 57 668 87 1 21 61 263 3 231 709 75 0 2465 % Trucks 0% 0% 0% 0% 0% 2% 1% 0% 0% 2% 0% 0% 0% 1% 0% 0% 0% PHF =0.95 4:00 PM 21 9 33 0 10 184 19 0 6 11 96 0 74 166 13 0 642 4:15 PM 16 15 32 0 8 174 17 0 3 16 97 0 71 178 12 1 640 4:30 PM 16 10 27 0 13 168 11 0 7 11 86 0 54 176 8 0 587 4:45 PM 17 12 30 0 13 177 10 0 4 19 80 1 69 174 15 0 621 5:00 PM 21 8 26 0 9 190 20 0 5 25 108 0 66 179 16 0 673 5:15 PM 23 16 27 0 9 173 17 0 4 17 96 2 73 212 19 0 688 5:30 PM 24 19 29 0 11 185 7 0 7 15 60 0 64 177 9 0 607 5:45 PM 20 14 24 0 8 145 21 0 4 12 63 0 51 169 12 0 543 Peak PM 85 55 112 0 42 725 54 0 20 76 344 3 272 742 59 0 2589 % Trucks 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.94 Study Name College and Huffine Start Date 03/31/2022 Start Time 7:30 AM Site Code Project Gallatin Mall Redevelopment TIS Update Southbound Westbound Northbound EastboundCollege Street Huffine Lane College Steet Huffine Lane Total Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Entering 7:30 AM 00001105101000011700225 7:45 AM 00001154302000116000321 8:00 AM 00000100204000413700247 8:15 AM 00003163205000114300317 Peak AM 0000552280120006557001110 % Trucks 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.86 12:00 PM 1010302068012100518410449 12:15 PM 20003422211018040323310528 12:30 PM 000023212908030121610473 12:45 PM 0020242086017000323300493 Peak Noon 30301118483405517012866301943 % Trucks 0% 0% 0% 0% 0% 2% 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% PHF =0.92 4:00 PM 2000212164010020120700463 4:15 PM 002026212518010720800470 4:30 PM 1000131969012020221110447 4:45 PM 1020281975015010821000467 5:00 PM 001014239739030221100489 5:15 PM 0020142269010030124800513 5:30 PM 010025219804000420600467 5:45 PM 100019191307050620200434 Peak PM 1150818812933807015875001936 % Trucks 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PHF =0.94 Southbound Westbound Northbound Eastbound East Mall Access Huffine Lane South Business Access Huffine Lane Site Code Project Gallatin Valley Mall Redevelopment Study Name East Mall Access and Huffine Start Date 03/31/2022 Start Time 7:30 AM 2022 NOON HOUR TRAFFIC COUNTS ADJUSTED Adjustment Factor Used 1.08 0 00 90 179 241 16 25 323 151 135 154 144 65 0 128 289 193 482 00 NORTH 123 482 115 21 3 102 289 112 193 0 1 115 159 79 3 7 29 174 99 51 139 196 3 111 988 80 22 1106 ‐2 1104 75 57 872 ‐4 876 3 111 1016 2050 930 909 2200 2194 766 721 1800 1816 924 868 1999 1062 52 175 1094 ‐4 1090 249 94 928 ‐12 940 13 37 983 157 284 61 23 8 1 59 230 157 394 112 368 50 68 387 762 118 HARMON STREAM BLVD 2022 PM HOUR TRAFFIC COUNTS ADJUSTED 0 00 64 0 0 153 177 1 13 280 113 112 140 127 51 0 126 252 177 429 00 NORTH 99 429 81 21 78 252 131 177 0 0 81 157 92 1 10 23 144 85 55 112 154 0 1236 65 13 1252 ‐12 1240 59 42 883 ‐12 895 0 81 999 2346 1016 1144 2411 2394 801 783 1818 1845 934 887 1974 1110 29 95 1159 ‐5 1154 294 58 935 ‐15 950 16 31 975 133 372 76 22 8 0 41 125 133 407 131 470 47 49 258 877 96 HARMON STREAM BLVD HUFFINE LANE HUFFINE LANE WEST MAIN ST DRIVEWAY DRIVEWAY INTERNAL INTERSECTION MALL ACCESS MALL ACCESS MALL ACCESS W COLLEGE ST 28500 21643 1,042 853 MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST MALL ACCESS MALL ACCESS INTERNAL INTERSECTION 27929 23500 9744 4,516 W COLLEGE ST APPENDIX B-1 Existing Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/8/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed Noon Hour Existing Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 86 930 52 0 175 909 24 157 8 3 85 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.350 0.600 0.500 0.350 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 180 162 11 88 Capacity, c (veh/h)982 982 709 63 709 v/c Ratio 0.09 0.18 0.23 0.18 0.12 95% Queue Length, Q₉₅ (veh)0.3 0.7 0.9 0.6 0.4 Control Delay (s/veh)9.0 9.5 11.6 74.1 10.8 Level of Service (LOS)A A B F B Approach Delay (s/veh)0.7 1.5 11.6 18.1 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 4/8/2022 2:06:23 PMHuffine & Harmon Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/8/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed PM Hour Existing Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 70 1016 29 0 95 1144 14 133 11 1 99 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.500 0.400 0.350 0.600 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)74 101 141 13 105 Capacity, c (veh/h)818 982 709 99 545 v/c Ratio 0.09 0.10 0.20 0.13 0.19 95% Queue Length, Q₉₅ (veh)0.3 0.3 0.7 0.4 0.7 Control Delay (s/veh)9.8 9.1 11.3 46.5 13.2 Level of Service (LOS)A A B E B Approach Delay (s/veh)0.6 0.7 11.3 16.8 Approach LOS B C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 7.8 Generated: 4/8/2022 2:03:33 PMHuffine & Harmon PM Exist.xtw HCM Analysis Summary Existing ConditionsR MarvinPeak Noon Hour Analysis Duration: 15 mins.Huffine Lane/College Street12/19/2006Case: Huffine & College Noon Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 81 0.95 0 766 0.95 2 249 0.95 1 94 0.95 0 721 0.95 1 62 0.95 0 284 0.95 0 66 0.95 0 23 0.95 0 150 0.95 0 55 0.95 0 107 0.95 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 55 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 41.0 4.0 2.0 26.0 3.5 1.5 22.0 3.5 1.5 Actuated 117.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 134 0.000 0.402 32.8 C Lpro 123 0.047 0.068 L 0.331 23.3 C * T 1240 0.228 0.350 T 0.650 34.6 C R 558 0.085 0.350 R 0.244 28.0 C WB Lper 133 0.000 0.402 33.4 C * Lpro 123 0.055 0.068 L 0.387 24.5 C TR 1242 0.227 0.350 TR 0.647 34.5 C NB * L 778 0.085 0.222 L 0.384 38.8 D 38.4 D TR 411 0.045 0.222 TR 0.202 37.1 D SB * L 339 0.088 0.188 L 0.466 42.6 D 39.6 D T 357 0.031 0.188 T 0.162 39.9 D R 467 0.034 0.291 R 0.118 30.5 C Intersection: Delay = 34.6sec/veh Int. LOS=C Xc= 0.55 * Critical Lane Group (v/s)Crit= 0.46SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing ConditionsR MarvinPeak Noon Hour Huffine Lane/College Street12/19/2006Case: Huffine & College Noon Exist App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 3 / 3 6.0 0.0 T 9 / 11 9.1 0.0 R 1 / 2 20.9 0.0 All 9.5 0.0 WB L 2 / 4 7.1 0.0 TR 10 / 12 8.7 0.0 All 8.6 0.0 NB L 4 / 5 7.5 0.0 TR 3 / 5 8.8 0.0 All 7.9 0.0 SB L 4 / 8 4.5 0.0 T 2 / 3 11.8 0.0 R 2 / 2 17.4 0.0 All 9.2 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 81 766 249 94 721 62 284 66 23 150 55 107 1 8 04 1 8 04 1 8 04 2 41 24 2 41 24 3 25 24 4 21 24 HCM Analysis Summary Existing ConditionsR MarvinPeak PM Hour Analysis Duration: 15 mins.Huffine Lane/College Street12/19/2006Case: Huffine & College PM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 64 0.94 0 801 0.94 2 294 0.94 1 58 0.94 0 783 0.94 1 45 0.94 0 372 0.94 0 82 0.94 0 22 0.94 0 121 0.94 0 59 0.94 0 92 0.94 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 50 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 42.0 4.0 2.0 24.0 3.5 1.5 20.0 3.5 1.5 Actuated 114.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 131 0.000 0.421 30.9 C * Lpro 127 0.038 0.070 L 0.264 20.7 C T 1304 0.241 0.368 T 0.653 32.5 C R 587 0.116 0.368 R 0.315 27.1 C WB Lper 133 0.000 0.421 31.7 C Lpro 127 0.034 0.070 L 0.238 20.2 C * TR 1310 0.242 0.368 TR 0.656 32.6 C NB * L 737 0.113 0.211 L 0.537 40.5 D 39.9 D TR 392 0.054 0.211 TR 0.255 37.7 D SB * L 317 0.071 0.175 L 0.407 42.0 D 39.3 D T 333 0.033 0.175 T 0.189 40.2 D R 451 0.028 0.281 R 0.100 30.4 C Intersection: Delay = 33.5sec/veh Int. LOS=C Xc= 0.56 * Critical Lane Group (v/s)Crit= 0.46SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing ConditionsR MarvinPeak PM Hour Huffine Lane/College Street12/19/2006Case: Huffine & College PM Exist App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 2 / 3 8.8 0.0 T 9 / 11 9.5 0.0 R 1 / 2 23.1 0.0 All 10.9 0.0 WB L 2 / 3 6.3 0.0 TR 10 / 11 9.0 0.0 All 8.8 0.0 NB L 5 / 6 7.6 0.0 TR 3 / 6 7.9 0.0 All 7.7 0.0 SB L 3 / 4 4.5 0.0 T 1 / 3 13.3 0.0 R 1 / 2 17.2 0.0 All 9.9 0.0 Intersect. 9.4 SIG/Cinema v3.08 Marvin & Associates Page 2 64 801 294 58 783 45 372 82 22 121 59 92 1 8 04 1 8 04 1 8 04 2 42 24 2 42 24 3 23 24 4 19 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/8/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed Noon Hour Existing Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 3 924 13 0 37 868 120 8 1 59 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.350 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 40 9 65 Capacity, c (veh/h)1032 982 467 660 v/c Ratio 0.00 0.04 0.02 0.10 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.3 Control Delay (s/veh)8.5 8.8 12.9 11.1 Level of Service (LOS)A A B B Approach Delay (s/veh)0.0 0.3 11.3 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.8 Generated: 4/8/2022 2:16:45 PMMain & Mall Access Noon Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/8/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed PM Hour Existing Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 0 934 16 0 31 887 87 8 0 41 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 9 44 Capacity, c (veh/h)679 982 489 764 v/c Ratio 0.00 0.03 0.02 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.2 Control Delay (s/veh)10.3 8.8 12.5 10.0 Level of Service (LOS)B A B A Approach Delay (s/veh)0.0 0.3 10.4 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 7.8 Generated: 4/8/2022 2:19:23 PMMain & Mall Access PM Exist.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main Mall Internal Agency/Co.Marvinn & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Circulation Road Analysis Year 2022 North/South Street Main Access Time Analyzed Noon Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 0 1 0 0 0 0 Configuration TR LT L R Volume (veh/h)16 108 123 25 40 78 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.5 7.1 6.4 6.5 5.3 Critical Headway (sec)6.50 7.10 6.40 6.50 5.30 Base Follow-Up Headway (sec)4.0 3.9 3.8 4.0 3.1 Follow-Up Headway (sec)4.00 3.90 3.80 4.00 3.10 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)135 161 43 Capacity, c (veh/h)886 702 1161 v/c Ratio 0.15 0.23 0.04 95% Queue Length, Q₉₅ (veh)0.5 0.9 0.1 Control Delay (s/veh)9.8 11.6 8.2 Level of Service (LOS)A B A Approach Delay (s/veh)9.8 11.6 2.8 Approach LOS A B A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/18/2022 12:24:27 PMIntenal Intersection Noon Exist.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main Mall Internal Agency/Co.Marvinn & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Circulation Road Analysis Year 2022 North/South Street Main Access Time Analyzed PM Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 0 1 0 0 0 0 Configuration TR LT L R Volume (veh/h)1 41 45 13 23 32 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.5 7.1 6.4 6.5 5.3 Critical Headway (sec)6.50 7.10 6.40 6.50 5.30 Base Follow-Up Headway (sec)4.0 3.9 3.8 4.0 3.1 Follow-Up Headway (sec)4.00 3.90 3.80 4.00 3.10 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)46 63 25 Capacity, c (veh/h)919 827 1161 v/c Ratio 0.05 0.08 0.02 95% Queue Length, Q₉₅ (veh)0.2 0.2 0.1 Control Delay (s/veh)9.1 9.7 8.2 Level of Service (LOS)A A A Approach Delay (s/veh)9.1 9.7 3.4 Approach LOS A A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/18/2022 12:26:57 PMIntenal Intersection PM Exist.xtw APPENDIX B – 2 Existing Plus Full Development Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 124 954 52 0 175 926 66 157 8 3 119 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.350 0.600 0.500 0.350 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 180 162 11 123 Capacity, c (veh/h)982 982 709 42 709 v/c Ratio 0.13 0.18 0.23 0.27 0.17 95% Queue Length, Q₉₅ (veh)0.4 0.7 0.9 0.9 0.6 Control Delay (s/veh)9.2 9.5 11.6 119.4 11.1 Level of Service (LOS)A A B F B Approach Delay (s/veh)1.0 1.4 11.6 20.3 Approach LOS A A B C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 4/12/2022 4:44:26 PMHuffine & Harmon Noon Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed PM Existing Plus Site Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 109 1036 29 0 95 1179 70 133 11 1 148 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.500 0.400 0.350 0.600 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)116 101 141 13 157 Capacity, c (veh/h)818 982 709 66 545 v/c Ratio 0.14 0.10 0.20 0.19 0.29 95% Queue Length, Q₉₅ (veh)0.5 0.3 0.7 0.7 1.2 Control Delay (s/veh)10.1 9.1 11.3 71.8 14.3 Level of Service (LOS)B A B F B Approach Delay (s/veh)0.9 0.6 11.3 18.6 Approach LOS A A B C Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 4/12/2022 4:47:55 PMHuffine & Harmon PM Exist Plus.xtw HCM Analysis Summary Existing Plus Site R MarvinPeak Noon Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: HUFFINE & COLLEGE NOON EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 131 0.95 0 734 0.95 2 249 0.95 1 94 0.95 0 735 0.95 1 90 0.95 0 284 0.95 0 91 0.95 0 23 0.95 0 227 0.95 0 77 0.95 0 145 0.95 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 55 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 40.0 4.0 2.0 25.0 3.5 1.5 24.0 3.5 1.5 Actuated 117.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 112 0.053 0.393 33.8 C * Lpro 123 0.068 0.068 L 0.587 32.2 C T 1210 0.218 0.342 T 0.639 35.0 C R 544 0.085 0.342 R 0.250 28.8 C WB Lper 137 0.000 0.393 35.6 D Lpro 123 0.055 0.068 L 0.381 24.7 C * TR 1205 0.241 0.342 TR 0.704 36.8 D NB * L 748 0.085 0.214 L 0.400 39.7 D 39.4 D TR 398 0.059 0.214 TR 0.276 38.6 D SB * L 370 0.132 0.205 L 0.646 45.6 D 40.7 D T 390 0.043 0.205 T 0.208 38.7 D R 494 0.059 0.308 R 0.192 29.9 C Intersection: Delay = 36.2sec/veh Int. LOS=D Xc= 0.64 * Critical Lane Group (v/s)Crit= 0.53SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R MarvinPeak Noon Hour Huffine Lane/College Street4/13/2022Case: HUFFINE & COLLEGE NOON EXIST PLUS App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 6 / 8 4.3 0.0 T 9 / 12 10.4 0.0 R 1 / 2 21.0 0.0 All 9.8 0.0 WB L 3 / 5 5.9 0.0 TR 10 / 12 8.9 0.0 All 8.6 0.0 NB L 4 / 4 7.6 0.0 TR 3 / 5 8.7 0.0 All 7.9 0.0 SB L 6 / 8 4.3 0.0 T 2 / 4 14.1 0.0 R 1 / 3 19.0 0.0 All 9.2 0.0 Intersect. 9.0 SIG/Cinema v3.08 Marvin & Associates Page 2 131 734 249 94 735 90 284 91 23 227 77 145 1 8 04 1 8 04 1 8 04 2 40 24 2 40 24 3 24 24 4 23 24 HCM Analysis Summary Existing Plus Site TrafficR MarvinPeak PM Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College PM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 120 0.94 0 760 0.94 2 294 0.94 1 58 0.94 0 794 0.94 1 92 0.94 0 372 0.94 0 109 0.94 0 22 0.94 0 243 0.94 0 95 0.94 0 165 0.94 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 85 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 40.0 4.0 2.0 24.0 3.5 1.5 23.0 3.5 1.5 Actuated 115.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 94 0.009 0.400 33.4 C * Lpro 126 0.070 0.070 L 0.582 32.4 C T 1231 0.229 0.348 T 0.657 34.5 C R 554 0.116 0.348 R 0.334 29.3 C WB Lper 130 0.000 0.400 36.4 D Lpro 126 0.034 0.070 L 0.242 21.6 C * TR 1227 0.261 0.348 TR 0.751 37.4 D NB * L 731 0.113 0.209 L 0.542 41.0 D 40.5 D TR 390 0.069 0.209 TR 0.331 38.9 D SB * L 361 0.143 0.200 L 0.717 48.8 D 42.9 D T 380 0.053 0.200 T 0.266 39.0 D R 489 0.053 0.304 R 0.174 29.4 C Intersection: Delay = 36.9sec/veh Int. LOS=D Xc= 0.71 * Critical Lane Group (v/s)Crit= 0.59SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site TrafficR MarvinPeak PM Hour Huffine Lane/College Street4/13/2022Case: Huffine & College PM Exist Plus App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 4 / 7 6.3 0.0 T 9 / 12 9.2 0.0 R 1 / 2 23.7 0.0 All 10.2 0.0 WB L 2 / 3 8.0 0.0 TR 10 / 12 8.8 0.0 All 8.8 0.0 NB L 5 / 6 7.4 0.0 TR 4 / 6 6.2 0.0 All 7.0 0.0 SB L 6 / 9 4.6 0.0 T 3 / 4 10.9 0.0 R 2 / 3 18.2 0.0 All 9.0 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 120 760 294 58 794 92 372 109 22 243 95 165 1 8 04 1 8 04 1 8 04 2 40 24 2 40 24 3 23 24 4 22 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 3 982 13 0 37 916 133 8 1 59 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.350 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 40 9 65 Capacity, c (veh/h)947 982 420 619 v/c Ratio 0.00 0.04 0.02 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.4 Control Delay (s/veh)8.8 8.8 13.8 11.5 Level of Service (LOS)A A B B Approach Delay (s/veh)0.0 0.3 11.8 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/12/2022 4:57:45 PMMain & Mall Access Noon Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed PM Existing Plus Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 0 1025 16 0 31 948 95 8 0 41 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 9 44 Capacity, c (veh/h)637 982 420 764 v/c Ratio 0.00 0.03 0.02 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.2 Control Delay (s/veh)10.7 8.8 13.8 10.0 Level of Service (LOS)B A B A Approach Delay (s/veh)0.0 0.3 10.6 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/12/2022 5:00:15 PMMain & Mall Access PM Exist Plus.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection Main Access Internal Interse… Agency or Co.Marvin Associates E/W Street Name East-West Circulation Road Date Performed 4/12/2022 N/S Street Name Main Mall Access Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.95 Project Description Gallatin Valley Mall Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 20 26 189 0 188 35 5 0 80 60 172 0 5 72 20 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 21 27 199 0 198 37 5 0 84 63 181 0 5 76 21 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 4 4 4 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 247 240 328 102 Entry Volume, veh/h 247 240 328 102 Circulating Flow (vc), pc/h 279 168 53 319 Exiting Flow (vex), pc/h 213 142 89 473 Capacity (cpce), pc/h 1038 1163 1307 997 Capacity (c), veh/h 1038 1162 1307 997 v/c Ratio (x)0.24 0.21 0.25 0.10 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.7 4.9 4.9 4.5 Lane LOS A A A A 95% Queue, veh 0.9 0.8 1.0 0.3 Approach Delay, s/veh 5.7 4.9 4.9 4.5 Approach LOS A A A A Intersection Delay, s/veh | LOS 5.1 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection Main Access Internal Interse… Agency or Co.Marvin Associates E/W Street Name East-West Circulation Road Date Performed 4/12/2022 N/S Street Name Main Mall Access Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Existing Plus Site Peak Hour Factor 0.95 Project Description Gallatin Valley Mall Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 12 6 179 0 216 18 3 0 65 82 173 0 3 108 12 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 13 6 188 0 227 19 3 0 68 86 182 0 3 114 13 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 4 4 4 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 207 249 336 130 Entry Volume, veh/h 207 249 336 130 Circulating Flow (vc), pc/h 344 167 22 314 Exiting Flow (vex), pc/h 191 100 102 529 Capacity (cpce), pc/h 972 1164 1349 1002 Capacity (c), veh/h 971 1163 1349 1002 v/c Ratio (x)0.21 0.21 0.25 0.13 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.8 5.0 4.8 4.8 Lane LOS A A A A 95% Queue, veh 0.8 0.8 1.0 0.4 Approach Delay, s/veh 5.8 5.0 4.8 4.8 Approach LOS A A A A Intersection Delay, s/veh | LOS 5.1 A HCM Analysis Summary Existing Plus Site Alt PhasingR MarvinPeak Noon Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Exist Plus Alt Phasing Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 4 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 L 12.0 T 12.0 TR 12.0 TR 12.0 T 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 131 0.95 0 734 0.95 2 249 0.95 1 94 0.95 0 735 0.95 1 90 0.95 0 284 0.95 0 91 0.95 0 23 0.95 0 227 0.95 0 77 0.95 0 145 0.95 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 55 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 39.0 4.0 2.0 23.0 3.5 1.5 22.0 3.5 1.5 Actuated 112.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 118 0.031 0.402 31.6 C * Lpro 129 0.071 0.071 L 0.559 29.0 C T 1232 0.218 0.348 T 0.627 32.9 C R 554 0.085 0.348 R 0.245 27.1 C WB Lper 144 0.000 0.402 33.3 C Lpro 129 0.055 0.071 L 0.363 22.5 C * TR 1227 0.241 0.348 TR 0.691 34.5 C NB * L 719 0.085 0.205 L 0.416 38.8 D 38.5 D TR 382 0.059 0.205 TR 0.288 37.7 D SB * L 688 0.068 0.196 L 0.347 38.9 D 36.4 D T 373 0.043 0.196 T 0.217 37.9 D R 488 0.059 0.304 R 0.195 28.9 C Intersection: Delay = 33.9sec/veh Int. LOS=C Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.47SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site Alt PhasingR MarvinPeak Noon Hour Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Exist Plus Alt Phasing App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 5 / 6 6.7 0.0 T 9 / 11 10.2 0.0 R 1 / 2 20.9 0.0 All 10.3 0.0 WB L 1 / 3 9.0 0.0 TR 10 / 12 8.7 0.0 All 8.7 0.0 NB L 4 / 5 7.4 0.0 TR 4 / 6 6.6 0.0 All 7.2 0.0 SB L 3 / 4 8.6 0.0 T 2 / 3 10.9 0.0 R 2 / 4 12.3 0.0 All 9.9 0.0 Intersect. 9.2 SIG/Cinema v3.08 Marvin & Associates Page 2 131 734 249 94 735 90 284 91 23 227 77 145 1 8 04 1 8 04 1 8 04 2 39 24 2 39 24 3 22 24 4 21 24 HCM Analysis Summary Existing Plus Site Alt PhasingR MarvinPeak PM Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College PM Exist Plus Alt Phase Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 4 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 L 12.0 T 12.0 TR 12.0 TR 12.0 T 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 120 0.94 0 760 0.94 2 294 0.94 1 58 0.94 0 794 0.94 1 92 0.94 0 372 0.94 0 109 0.94 0 22 0.94 0 243 0.94 0 95 0.94 0 165 0.94 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 85 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 41.0 4.0 2.0 23.0 3.5 1.5 22.0 3.5 1.5 Actuated 114.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 103 0.004 0.412 31.6 C * Lpro 127 0.070 0.070 L 0.557 29.9 C T 1273 0.229 0.360 T 0.636 32.7 C R 573 0.116 0.360 R 0.323 27.9 C WB Lper 141 0.000 0.412 34.4 C Lpro 127 0.034 0.070 L 0.231 20.3 C * TR 1268 0.261 0.360 TR 0.727 35.3 D NB * L 707 0.113 0.202 L 0.560 41.6 D 41.0 D TR 377 0.069 0.202 TR 0.342 39.2 D SB * L 676 0.074 0.193 L 0.383 40.2 D 38.0 D T 367 0.053 0.193 T 0.275 39.4 D R 479 0.053 0.298 R 0.177 29.7 C Intersection: Delay = 35.0sec/veh Int. LOS=D Xc= 0.63 * Critical Lane Group (v/s)Crit= 0.52SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site Alt PhasingR MarvinPeak PM Hour Huffine Lane/College Street4/13/2022Case: Huffine & College PM Exist Plus Alt Phase App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 4 / 7 5.9 0.0 T 9 / 10 10.0 0.0 R 2 / 2 23.9 0.0 All 10.7 0.0 WB L 2 / 3 8.0 0.0 TR 10 / 11 9.2 0.0 All 9.1 0.0 NB L 5 / 6 7.5 0.0 TR 4 / 6 6.6 0.0 All 7.2 0.0 SB L 3 / 4 7.6 0.0 T 3 / 5 10.1 0.0 R 2 / 4 13.2 0.0 All 9.1 0.0 Intersect. 9.2 SIG/Cinema v3.08 Marvin & Associates Page 2 120 760 294 58 794 92 372 109 22 243 95 165 1 8 04 1 8 04 1 8 04 2 41 24 2 41 24 3 22 24 4 21 24 APPENDIX B-3 Future Traffic Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed Noon Future Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 124 1097 52 0 175 1065 66 157 8 3 119 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.350 0.600 0.500 0.350 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 180 162 11 123 Capacity, c (veh/h)982 982 709 20 709 v/c Ratio 0.13 0.18 0.23 0.58 0.17 95% Queue Length, Q₉₅ (veh)0.4 0.7 0.9 1.6 0.6 Control Delay (s/veh)9.2 9.5 11.6 334.1 11.1 Level of Service (LOS)A A B F B Approach Delay (s/veh)0.9 1.3 11.6 38.5 Approach LOS A A B E Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 4/14/2022 5:03:23 PMHuffine & Harmon Noon Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed PM Future Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 109 1191 29 0 95 1356 70 133 11 1 148 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.500 0.400 0.350 0.600 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)116 101 141 13 157 Capacity, c (veh/h)795 857 709 27 545 v/c Ratio 0.15 0.12 0.20 0.47 0.29 95% Queue Length, Q₉₅ (veh)0.5 0.4 0.7 1.5 1.2 Control Delay (s/veh)10.3 9.8 11.3 225.7 14.3 Level of Service (LOS)B A B F B Approach Delay (s/veh)0.8 0.6 11.3 30.1 Approach LOS A A B D Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 4/14/2022 5:07:37 PMHuffine & Harmon PM Future.xtw HCM Analysis Summary Future with Alt PhasingR MarvinPeak Noon Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 4 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 L 12.0 T 12.0 TR 12.0 TR 12.0 T 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 131 0.95 0 844 0.95 2 286 0.95 1 108 0.95 0 845 0.95 1 90 0.95 0 326 0.95 0 91 0.95 0 26 0.95 0 227 0.95 0 77 0.95 0 145 0.95 0 140 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 55 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 39.0 4.0 2.0 23.0 3.5 1.5 22.0 3.5 1.5 Actuated 112.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 83 0.044 0.402 34.5 C * Lpro 129 0.071 0.071 L 0.651 36.2 D T 1232 0.251 0.348 T 0.721 35.4 D R 554 0.097 0.348 R 0.278 27.6 C WB Lper 105 0.000 0.402 36.6 D Lpro 129 0.063 0.071 L 0.487 27.3 C * TR 1230 0.273 0.348 TR 0.783 37.7 D NB * L 719 0.098 0.205 L 0.477 39.4 D 39.0 D TR 381 0.061 0.205 TR 0.297 37.8 D SB * L 688 0.068 0.196 L 0.347 38.9 D 36.4 D T 373 0.043 0.196 T 0.217 37.9 D R 488 0.059 0.304 R 0.195 28.9 C Intersection: Delay = 36.1sec/veh Int. LOS=D Xc= 0.62 * Critical Lane Group (v/s)Crit= 0.51SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future with Alt PhasingR MarvinPeak Noon Hour Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Future App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 6 / 10 4.5 0.0 T 10 / 11 9.6 0.0 R 2 / 2 19.5 0.0 All 9.4 0.0 WB L 2 / 3 6.6 0.0 TR 11 / 13 8.6 0.0 All 8.4 0.0 NB L 4 / 5 7.5 0.0 TR 3 / 4 8.1 0.0 All 7.7 0.0 SB L 3 / 4 8.5 0.0 T 2 / 3 10.9 0.0 R 2 / 3 12.5 0.0 All 9.9 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 131 844 286 108 845 90 326 91 26 227 77 145 1 8 04 1 8 04 1 8 04 2 39 24 2 39 24 3 22 24 4 21 24 HCM Analysis Summary Future TrafficR MarvinPeak PM Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College PM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 4 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 L 12.0 T 12.0 TR 12.0 TR 12.0 T 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 120 0.94 0 874 0.94 2 338 0.94 1 67 0.94 0 913 0.94 1 92 0.94 0 427 0.94 0 109 0.94 0 25 0.94 0 243 0.94 0 95 0.94 0 165 0.94 0 160 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 85 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 40.0 4.0 2.0 24.0 3.5 1.5 23.0 3.5 1.5 Actuated 115.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 66 0.012 0.400 36.6 D * Lpro 126 0.070 0.070 L 0.667 40.4 D T 1231 0.263 0.348 T 0.755 37.5 D R 554 0.119 0.348 R 0.341 29.4 C WB Lper 91 0.000 0.400 41.3 D Lpro 126 0.039 0.070 L 0.327 24.7 C * TR 1229 0.297 0.348 TR 0.853 42.4 D NB * L 731 0.130 0.209 L 0.621 42.6 D 41.8 D TR 389 0.071 0.209 TR 0.339 38.9 D SB * L 700 0.074 0.200 L 0.370 39.9 D 37.7 D T 380 0.053 0.200 T 0.266 39.0 D R 489 0.053 0.304 R 0.174 29.4 C Intersection: Delay = 39.2sec/veh Int. LOS=D Xc= 0.69 * Critical Lane Group (v/s)Crit= 0.57SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future TrafficR MarvinPeak PM Hour Huffine Lane/College Street4/13/2022Case: Huffine & College PM Future App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 3 / 5 6.2 0.0 T 10 / 14 9.1 0.0 R 2 / 2 22.3 0.0 All 10.2 0.0 WB L 2 / 4 7.7 0.0 TR 12 / 13 8.3 0.0 All 8.3 0.0 NB L 6 / 8 7.0 0.0 TR 4 / 5 9.0 0.0 All 7.4 0.0 SB L 3 / 5 7.9 0.0 T 3 / 4 10.4 0.0 R 2 / 3 13.9 0.0 All 9.5 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 120 874 338 67 913 92 427 109 25 243 95 165 1 8 04 1 8 04 1 8 04 2 40 24 2 40 24 3 23 24 4 22 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed Noon Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 3 1129 13 0 37 1034 133 8 1 59 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.350 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 40 9 65 Capacity, c (veh/h)802 927 336 491 v/c Ratio 0.00 0.04 0.03 0.13 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.5 Control Delay (s/veh)9.5 9.1 16.0 13.4 Level of Service (LOS)A A C B Approach Delay (s/veh)0.0 0.3 13.7 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/14/2022 5:09:48 PMMain & Mall Access Noon Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/12/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed PM Future Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 0 1179 16 0 31 1090 95 8 0 41 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 9 44 Capacity, c (veh/h)558 889 326 764 v/c Ratio 0.00 0.04 0.03 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.2 Control Delay (s/veh)11.4 9.2 16.3 10.0 Level of Service (LOS)B A C A Approach Delay (s/veh)0.0 0.2 11.0 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 4/14/2022 5:12:50 PMMain & Mall Access PM Future.xtw APPENDIX C Traffic Assignment Model NOON HOUR PRIMARY TRIP ASSIGNMENT Enter Exit Whole Foods 83 76 51 32 19 Shopping Plaza 33 32 32 15 34 SCL Clinic 52 34 60 78 45 45 34 44 TOTAL 168 142 15 19 44 168 142 111 79 189 00 NORTH 89 189 21 21 0 68 111 56 79 0 0 21 31 27 26 58 58 34 34 61 0 61 35 14 48 0 48 21 69 41%127 35 27 96 96 34 106 106 58 48 127 41% 69 35 0 35 58 0 58 58 30 0 0 26 30 0 0 0560 18% HARMON STREAM BLVD PM HOUR PRIMARY TRIP ASSIGNMENT Enter Exit Whole Foods 80 79 107 67 40 Shopping Plaza 68 67 67 14 76 SCL Clinic 33 76 61 123 47 47 76 47 TOTAL 181 222 14 40 47 181 222 190 102 291 00 NORTH 87 291 14 21 66 190 73 102 0 0 14 32 59 40 91 91 33 33 91 0 91 41 28 61 0 61 14 74 41%165 41 59 133 133 33 152 152 91 61 165 41% 74 41 0 41 91 0 91 91 33 0 0 40 33 0 0 0730 18% HARMON STREAM BLVD WEST MAIN ST MALL ACCESS MALL ACCESS MALL ACCESS W COLLEGE ST MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST MALL ACCESS MALL ACCESS W COLLEGE ST DRIVEWAY DRIVEWAY INTERNAL INTERSECTION INTERNAL INTERSECTION HUFFINE LANE HUFFINE LANE NOON HOUR PASSERBY TRIP ASSIGNMENT Enter Exit Whole Foods 20 18 81 40 41 Shopping Plaza 41 40 40 00 SCL Clinic 00 90 99 0 TOTAL 61 58 41 61 58 49 41 90 00 NORTH 41 90 0 21 0 20 49 0 41 0 0 0 91930 ‐1 10 10 0 0 0 21 20 0 0 0 0 52%‐1 ‐10 ‐10 ‐10 ‐11 ‐32 ‐20 ‐20 048% 0 ‐10 0 ‐10 ‐2 ‐20 0 00 0 0 00 000 0% HARMON STREAM BLVD PM HOUR PASSERBY TRIP ASSIGNMENT Enter Exit Whole Foods 45 44 83 41 42 Shopping Plaza 42 41 41 00 SCL Clinic 00 21 0 21 21 0 TOTAL 87 85 42 87 85 62 42 104 00 NORTH 66 104 0 21 45 62 0 42 0 0 0 23 22 40 ‐121 24 0 ‐1 ‐120 220 0 0 0 47%‐1 ‐21 ‐24 ‐21 ‐22 ‐41 ‐22 ‐10 053% 0 ‐21 0 ‐21 ‐1 ‐10 0 00 0 0 00 000 0% HARMON STREAM BLVD HUFFINE LANE HUFFINE LANE WEST MAIN ST W COLLEGE ST DRIVEWAY INTERNAL INTERSECTION INTERNAL INTERSECTION MALL ACCESS MALL ACCESS MALL ACCESS MALL ACCESS MALL ACCESS MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST W COLLEGE ST DRIVEWAY NOON HOUR TOTAL ACCESS TRIP ASSIGNMENT Enter Exit Whole Foods 103 94 182 97 85 Shopping Plaza 74 72 20 72 5 Internal Circulation Traffic Typical 45 20 5 49 SCL Clinic 52 34 129 10 10 108 84 54 34 59 TOTAL 229 200 15 60 44 229 200 160 120 280 00 NORTH 109 280 21 21 0 88 160 56 120 0 0 21 40 0 0 46 26 88 57 44 44 61 0 61 56 33 48 0 48 0 21 69 52%126 24 17 86 85 ‐32 14 104 106 58 48 127 48% 69 0 0 24 0 24 0 0 57 ‐2580 058 0300 0 0 26 30 0 0 0560 0% HARMON STREAM BLVD PM HOUR TOTAL ACCESS TRIP ASSIGNMENT Enter Exit Whole Foods 125 123 220 123 97 Shopping Plaza 110 108 12 108 3 Internal Circulation Traffic Typical 31 12 3 84 SCL Clinic 33 76 116 55139 84 67 76 55 TOTAL 268 307 14 82 47 268 307 251 144 395 00 NORTH 132 395 14 21 111 251 73 144 0 0 14 56 0 0 80 40 131 90 54 57 91 ‐1 9161 5061 0 61 0 1474 47%165 20 35 112 111 ‐41 11 151 152 91 61 165 53% 74 0 0 20 0 20 0 0 90 ‐1910 091 0330 0 0 40 33 0 0 0730 0% HARMON STREAM BLVD DRIVEWAY INTERNAL INTERSECTION W COLLEGE ST DRIVEWAY MALL ACCESS MALL ACCESS HUFFINE LANE WEST MAIN ST MALL ACCESS MALL ACCESS MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST INTERNAL INTERSECTION W COLLEGE ST MALL ACCESS HUFFINE LANE MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com Jeff Kanning,AIA Collaborative Design 2280 Grant Road, Suite C Billings, MT 59102 July 14, 2022 Re: Gallatin Valley Mall TIS The following narratives and attachments constitute additional traffic impact analysis to address timing of proposed improvements detailed in the Traffic Impact Study (TIS) dated April 20, 2022. Additional analysis focused on Phase 1 development impacts at the intersection of Huffine Lane and College Street, where Phase 1 includes the recently constructed Whole Foods Market and the planned SCL Health Clinic building. The April 20, 2022, TIS included impact analysis of both Phase 1 and Phase 2 developments, which incorporate four commercial buildings contained within the retail plaza located in the middle of the mall property. Phase 1 Trip Generation The table below summarize total trip generation that would be associated with Phase 1 of the proposed development. In comparing this table to Table 2 of the TIS report it can be seen that Phase 1 trips would be approximately 65% of the original projection on the average weekday. In the peak noon hour Phase 1 would be 45% of the original projection and in the peak PM hour phase 1 would generate 62% of the total. The table on the following page summarizes Phase 1 trip mode and classification reductions for vehicular trip generation. Comparing this table to Table 3 of the TIS report there were similar percentage reductions in the number of vehicular trips. Trip Rates from ITE Trip Generation Report 11th Edition No. of Rate Total Total Total Total Units Units Rate Trips Rate TripsEnter Exit Rate TripsEnter Exit Rate TripsEnter Exit Code 850 - Supermarket 30 1,000 sf 1 2815 2 86 51 35 3 203 106 97 4 269 135 134 Phase 1 - SCL Clinic Code 630 Clinic 34 1,000 sf 5 1278 6 83 67 16 7 92 55 37 8 123 37 86 4093 169 118 51 295 161 134 392 172 220 1 - T = 93.84(X) 2 - T = 2.86(X) (59% enter) 3 - T = 6.78(X) (52% enter) 4 - T = 8.95(X) (50% enter) 5 - T = 37.60(X) 6 - T = 2.19(X)+8.68 (81% enter) 7 - T = 2.17(X)+18.44 (60% enter) 8 - T = 3.53(X)+2.98 (30% enter) Gallatin Valley Mall New Development Totals = Phase 1 Gallatin Valley Mall Trip Generation Average Weekday Peak AM Hour Whole Foods Market Not Yet Occupied) Peak Noon Hour Peak PM Hour MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com The table below summarizes the number of Phase 1 primary and passerby peak hour trips that would use the mall accesses. This table can be compared to Table 4 of the TIS report. Similar percentage reductions can be seen as in the two previous tables. Phase 1 Trip Mode & Classification Summary Total Ped/Bike Net Veh. ICT Net Ext. Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 2815 56 2759 479 2280 593 1687 Peak AM Hour 86 2 84 2 82 16 66 Peak Noon Hour 203 4 199 28 171 38 133 Peak PM Hour 269 5 264 16 248 89 159 Average Weekday 1278 26 1252 64 1188 0 1188 Peak AM Hour 83 2 81 2 79 0 79 Peak Noon Hour 92 2 90 4 86 0 86 Peak PM Hour 123 2 121 12 109 0 109 Total Ped/Bike Net Veh. ICT Net Ext. Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 4093 82 4011 543 3468 593 2875 Peak AM Hour 169 4 165 4 161 16 145 Peak Noon Hour 295 6 289 32 257 38 219 Peak PM Hour 392 7 385 28 357 89 268 Time Period Whole Foods Clinic Total New Development Total Enter Exit Total Enter Exit Total Enter Exit New External Trips 145 103 42 245 135 110 268 113 155 Passserby Trips 16 9 7 38 20 18 89 45 44 Access Vehicles 161 112 49 283 155 128 357 158 199 Peak PM Hour Phase 1 Trip Type Summary Peak Hour Traffic Periods Peak AM Hour Peak Noon Hour MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com Phase 1 Traffic Assignment The original traffic assignment model was used to assign Phase 1 trips to the adjacent streets and at the mall accesses. The model results for primary and passerby traffic in both the noon hour and PM hour periods are attached. Existing Plus Phase 1 Traffic Volumes Traffic assignment traffic for Phase 1 development was added to existing traffic volumes contained in Figure 2 of the original TIS and the results are summarized in the attached figure. Phase 1 Capacity Impacts Capacity calculations based on the existing plus Phase 1 traffic volumes were completed (attached) and a summary of the results are shown in the table below. This table can be compared to Table 5 of the original TIS report, and it is seen that there would be less delay at all intersections. The level of service (LOS) values would be the same except that the overall LOS at the Huffine Lane and College Street intersection would be at LOS “C” instead of LOS “D.” Maximum vehicle queues would be the same except the southbound approach at the College Street intersection would be 6 vehicles during the peak pm hour period rather than the 8 vehicles originally projected. Capacity of the internal site roundabout was not calculated since it is not clear whether the roundabout would be constructed with Phase1 improvements. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q SB- Worst 19.6 C 1 16.8 18.4 C 2 Overall 35.8 D 12 Overall 34.9 C 12 SB- Worst 38.0 D 8 SB- Worst 41.4 D 6 NB- Worst 11.4 B 1 NB- Worst 10.5 B 1 Existing Plus Phase 1 Development Site Traffic Capacity Summary Huffine Lane & Harmon Stream Blvd PEAK PM HOUR Huffine Lane & College Street Main Street & Eastern Mall Access PEAK NOON HOUR MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com Phase 1 Operations The original conclusions and recommendations for Phase 1 and Phase 2 development conditions remain as stated. However, Phase 1 development conditions would not present the same level of demand for immediate mitigation as Phase 2. Increased delay at the intersection of Huffine Lane and College Street would only add approximately 2 seconds of delay to existing operations for any of the intersection movements and the only intersection lane with increased vehicle queues would be the Mall access southbound left-turn lane at the Huffine Lane and College Street intersection. That queue length is illustrated in the attached figure. The 8-vehicle queue could leave a vehicle within the circulation lane, but with the wide departure lane from the roundabout, it is feasible that the eighth vehicle could be positioned to allow continued operations within the roundabout. Operational simulations indicate that the 8-vehicle queue would only occur 4 or 5 times during the peak noon hour period. This queue impact occurs internal to the development and does not impact traffic operations on the public roadway system. Conclusion & Recommendations Analysis of Phase 1 development within the Gallatin Valley Mall property indicates that substantially less traffic would be generated by the Phase 1 development than the original TIS which incorporated both Phase 1 and Phase 2 developments. Even though the original recommendations should apply to total development of both phases, the Phase 1 analysis indicates that Phase 1 could be completed without impacting the surrounding street system to any significant degree. Even though the recommended traffic signal changes at the intersection of Huffine Lane and College Street are relatively minor, the planning and design process in coordination with the Montana Department of Transportation, could involve a substantial amount of time. Considering these conditions, Phase 1 development could be constructed while the signal improvement plan is being developed. Robert R. Marvin, P.E., PTOE REPORT FIGURES APPENDIX A Traffic Assignment Model PHASE 1 ‐ NOON HOUR PRIMARY TRIP ASSIGNMENT Enter Exit Whole Foods 83 76 0 00 Shopping Plaza 00 0 15 34 SCL Clinic 52 34 60 65 45 45 34 31 TOTAL 168 142 15 0 31 141 129 79 46 124 19 6 NORTH 89 149 21 21 0 68 985652 0 0 21 31 14 26 58 45 34 34 48 0 48 21 0 34 0 34 21 55 41%100 21 14 69 69 34 92 92 58 34 114 41% 55 21 0 21 58 0 58 58 30 0 0 26 30 0 0 0560 18% HARMON STREAM BLVD PHASE 1 ‐ PM HOUR PRIMARY TRIP ASSIGNMENT Enter Exit Whole Foods 80 79 0 00 Shopping Plaza 00 0 14 76 SCL Clinic 33 76 61 95 47 47 76 19 TOTAL 113 155 14 0 19 113 155 123 34 156 00 NORTH 87 156 14 21 66 123 48 34 0 0 14 32 31 28 64 64 33 33 64 0 64 14 0 33 0 33 14 46 41%110 14 31 77 77 33 96 96 64 33 110 41% 46 14 0 14 64 0 64 64 20 0 0 28 20 0 0 0480 18% HARMON STREAM BLVD MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST MALL ACCESS MALL ACCESS W COLLEGE ST DRIVEWAY DRIVEWAY INTERNAL INTERSECTION INTERNAL INTERSECTION HUFFINE LANE HUFFINE LANE MALL ACCESS MALL ACCESS W COLLEGE ST MALL ACCESS WEST MAIN ST PHASE 1 ‐ NOON HOUR PASSERBY TRIP ASSIGNMENT Enter Exit Whole Foods 20 18 0 00 Shopping Plaza 00 0 00 SCL Clinic 00 90 99 0 TOTAL 20 18 0 20 18 90 9 00 NORTH 41 9 0 21020 900 000 909 ‐110 10 0 0 0 0 0 0 0 0 0 52%‐1 ‐10 ‐10 ‐10 ‐10 ‐10 0 ‐10 048% 0 ‐10 0 ‐10 ‐1 ‐10 0 00 0 0 00 000 0% HARMON STREAM BLVD PHASE 1 ‐ PM HOUR PASSERBY TRIP ASSIGNMENT Enter Exit Whole Foods 45 44 0 00 Shopping Plaza 00 0 00 SCL Clinic 00 21 0 21 21 0 TOTAL 45 44 0 45 44 21 0 21 00 NORTH 66 21 0 21 45 21 0 0 0 0 0 23 0 21 ‐121 24 0 0 0 0 0 0 0 0 0 47%‐1 ‐21 ‐24 ‐21 ‐21 ‐21 0 0 0 0 53% 0 ‐21 0 ‐21 0 0 0 0 00 0 0 00 000 0% HARMON STREAM BLVD MALL ACCESS MALL ACCESS MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST MALL ACCESS MALL ACCESS MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST W COLLEGE ST DRIVEWAY INTERNAL INTERSECTION W COLLEGE ST DRIVEWAY INTERNAL INTERSECTION PHASE 1 ‐ NOON HOUR TOTAL ACCESS TRIP ASSIGNMENT Enter Exit Whole Foods 103 94 50 25 25 Shopping Plaza 00 20 0 5 Internal Circulation Traffic Typical 45 20 5 49 SCL Clinic 52 34 129 10 10 95 84 54 34 46 TOTAL 155 128 15 0 31 161 147 88 46 134 NORTH 109 159 21 21 0 88 107 56 52 0 0 21 40 0 0 14 26 68 44 44 44 48 48 21 0 34 34 0 21 55 99 11 4 59 59 ‐10 34 91 92 58 34 114 55 0 0 11 11 0 0 57 58 0 0 58 0300 0 0 26 30 0 0 0560 HARMON STREAM BLVD PHASE 1 ‐ PM HOUR TOTAL ACCESS TRIP ASSIGNMENT Enter Exit Whole Foods 125 123 30 15 15 Shopping Plaza 00 12 0 3 Internal Circulation Traffic Typical 31 12 3 84 SCL Clinic 33 76 116 55111 84 67 76 27 TOTAL 158 199 14 0 19 158 199 143 34 177 NORTH 132 177 14 21 111 143 48 34 0 0 14 56 0 0 31 28 84 63 54 57 64 64 14 0 33 33 0 14 46 109 ‐8 7 56 56 ‐21 33 96 96 64 33 110 46 0 0 ‐8 ‐80 063 640 064 0200 0 0 28 20 0 0 0480 HARMON STREAM BLVD INTERNAL INTERSECTION W COLLEGE ST MALL ACCESS HUFFINE LANE 1650 MALL ACCESS MALL ACCESS MALL ACCESS HUFFINE LANE HUFFINE LANE WEST MAIN ST W COLLEGE ST DRIVEWAY MALL ACCESS MALL ACCESS HUFFINE LANE WEST MAIN ST 1520 730 1320 3950 INTERNAL INTERSECTION 1110 1650 AWT ‐ Typical 1650 140 DRIVEWAY APPENDIX B Existing Plus Phase 1 Development Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/11/22 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed Noon Existing + Phase 1 Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 130 941 52 0 175 913 68 157 8 3 125 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.350 0.600 0.500 0.350 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)134 180 162 11 129 Capacity, c (veh/h)982 982 709 43 709 v/c Ratio 0.14 0.18 0.23 0.26 0.18 95% Queue Length, Q₉₅ (veh)0.5 0.7 0.9 0.9 0.7 Control Delay (s/veh)9.2 9.5 11.6 115.6 11.2 Level of Service (LOS)A A B F B Approach Delay (s/veh)1.1 1.4 11.6 19.6 Approach LOS A A B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/13/2022 2:17:02 PMHuffine & Harmon Noon Exist Plus Phase 1.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Huffine & Harmon Stream Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/11/2022 East/West Street Huffine Lane Analysis Year 2022 North/South Street Harmon Stream Blvd Time Analyzed PM Existing + Phase 1 Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0 1 1 Configuration L T TR L T TR R LT R Volume (veh/h)0 124 1008 29 0 95 1151 71 133 11 1 155 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.500 0.400 0.350 0.600 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized No No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 6.9 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 6.90 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)132 101 141 13 165 Capacity, c (veh/h)818 982 709 69 545 v/c Ratio 0.16 0.10 0.20 0.19 0.30 95% Queue Length, Q₉₅ (veh)0.6 0.3 0.7 0.6 1.3 Control Delay (s/veh)10.2 9.1 11.3 69.1 14.4 Level of Service (LOS)B A B F B Approach Delay (s/veh)1.1 0.7 11.3 18.4 Approach LOS A A B C Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/13/2022 2:20:42 PMHuffine & Harmon PM Exist Plus Phase 1.xtw HCM Analysis Summary Existing Plus Phase 1R MarvinPeak Noon Hour Analysis Duration: 15 mins.Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Exist Plus Phase 1 Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 78 0.95 0 756 0.95 2 249 0.95 1 94 0.95 0 755 0.95 1 62 0.95 0 284 0.95 0 90 0.95 0 23 0.95 0 204 0.95 0 75 0.95 0 121 0.95 0 130 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 55 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 38.0 4.0 2.0 24.0 3.5 1.5 24.0 3.5 1.5 Actuated 114.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 108 0.000 0.386 34.0 C Lpro 127 0.045 0.070 L 0.349 24.8 C T 1180 0.225 0.333 T 0.675 35.8 D R 531 0.079 0.333 R 0.235 28.5 C WB Lper 122 0.000 0.386 35.6 D * Lpro 127 0.055 0.070 L 0.398 25.3 C * TR 1182 0.237 0.333 TR 0.710 36.8 D NB * L 737 0.085 0.211 L 0.406 39.0 D 38.7 D TR 392 0.059 0.211 TR 0.278 37.9 D SB * L 380 0.119 0.211 L 0.566 41.6 D 38.0 D T 400 0.042 0.211 T 0.198 37.2 D R 507 0.043 0.316 R 0.136 27.9 C Intersection: Delay = 35.8sec/veh Int. LOS=D Xc= 0.60 * Critical Lane Group (v/s)Crit= 0.50SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1R MarvinPeak Noon Hour Huffine Lane/College Street4/13/2022Case: Huffine & College Noon Exist Plus Phase 1 App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 3 / 3 6.3 0.0 T 9 / 11 9.5 0.0 R 1 / 2 20.6 0.0 All 9.8 0.0 WB L 2 / 3 7.9 0.0 TR 10 / 12 8.5 0.0 All 8.4 0.0 NB L 4 / 5 7.3 0.0 TR 4 / 5 7.9 0.0 All 7.5 0.0 SB L 5 / 8 4.5 0.0 T 2 / 4 12.2 0.0 R 1 / 2 19.7 0.0 All 9.1 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 78 756 249 94 755 62 284 90 23 204 75 121 1 8 04 1 8 04 1 8 04 2 38 24 2 38 24 3 23 24 4 23 24 HCM Analysis Summary Existing Plus Phase 1R MarvinPeak PM Hour Analysis Duration: 15 mins.Huffine Lane/College Street7/11/2022Case: Huffine & College PM ExistPlus Phase 1 Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 4 2 3 2 3 1 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 L 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 R 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 78 0.94 0 780 0.94 2 294 0.94 1 58 0.94 0 816 0.94 1 45 0.94 0 372 0.94 0 102 0.94 0 22 0.94 0 205 0.94 0 87 0.94 0 123 0.94 0 120 5 0 0 --- --- 20 5 0 0 --- --- 10 5 0 0 --- --- 60 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP LTP LTP 0 8.0 4.0 0.0 42.0 4.0 2.0 23.0 3.5 1.5 22.0 3.5 1.5 Actuated 115.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 116 0.000 0.417 31.1 C * Lpro 126 0.046 0.070 L 0.343 23.1 C T 1293 0.235 0.365 T 0.642 32.7 C R 581 0.116 0.365 R 0.318 27.7 C WB Lper 138 0.000 0.417 33.1 C Lpro 126 0.034 0.070 L 0.235 20.4 C * TR 1299 0.252 0.365 TR 0.689 34.0 C NB * L 700 0.113 0.200 L 0.566 42.2 D 41.6 D TR 374 0.065 0.200 TR 0.326 39.6 D SB * L 345 0.121 0.191 L 0.632 45.6 D 41.4 D T 363 0.049 0.191 T 0.256 39.7 D R 475 0.042 0.296 R 0.141 29.8 C Intersection: Delay = 34.9sec/veh Int. LOS=C Xc= 0.64 * Critical Lane Group (v/s)Crit= 0.53SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1R MarvinPeak PM Hour Huffine Lane/College Street7/11/2022Case: Huffine & College PM ExistPlus Phase 1 App Group Lane (veh)Avg/MaxPer LaneQueues (mph)SpeedAverage Period)(% of PeakWorst LaneSpillback in EB L 2 / 4 10.0 0.0 T 9 / 10 9.7 0.0 R 2 / 2 23.3 0.0 All 11.2 0.0 WB L 2 / 3 9.2 0.0 TR 10 / 12 9.3 0.0 All 9.3 0.0 NB L 5 / 6 7.4 0.0 TR 3 / 5 7.7 0.0 All 7.5 0.0 SB L 5 / 6 4.6 0.0 T 3 / 4 12.1 0.0 R 2 / 3 18.2 0.0 All 9.4 0.0 Intersect. 9.5 SIG/Cinema v3.08 Marvin & Associates Page 2 78 780 294 58 816 45 372 102 22 205 87 123 1 8 04 1 8 04 1 8 04 2 42 24 2 42 24 3 22 24 4 21 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/11/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed Noon Existing + Phase 1 Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 3 969 13 0 37 900 58 8 1 59 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.350 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 40 9 65 Capacity, c (veh/h)1064 982 431 655 v/c Ratio 0.00 0.04 0.02 0.10 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.3 Control Delay (s/veh)8.4 8.8 13.5 11.1 Level of Service (LOS)A A B B Approach Delay (s/veh)0.0 0.3 11.4 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/13/2022 2:23:22 PMMain & Mall Access Noon Exist Plus Phase 1.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Main & Mall Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 7/11/2022 East/West Street Main Street Analysis Year 2022 North/South Street East Mall Access Time Analyzed PM Existing + Phase 1 Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Valley Mall Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 1 1 0 0 0 0 Configuration L T TR L T TR L TR Volume (veh/h)0 0 986 16 0 31 920 41 8 0 41 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.500 0.500 0.300 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 Critical Headway (sec)4.10 4.10 7.50 6.50 6.90 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 33 9 44 Capacity, c (veh/h)687 982 446 764 v/c Ratio 0.00 0.03 0.02 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 0.2 Control Delay (s/veh)10.2 8.8 13.2 10.0 Level of Service (LOS)B A B A Approach Delay (s/veh)0.0 0.3 10.5 Approach LOS A A B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 7/13/2022 2:43:16 PMMain & Mall Access PM Exist Plus Phase.xtw MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com Jeff Kanning,AIA Collaborative Design 2280 Grant Road, Suite C Billings, MT 59102 August 22, 2022 Re: Gallatin Valley Mall TIS The following narratives constitute our response to address three City of Bozeman comments on the Traffic Impact Study (TIS) dated April 20, 2022. Comment a. – The TIS must analyze the potential for queuing of the roundabout backing up into Huffine Lane. Entering vehicle queues at the internal roundabout were calculated and reported in Tables 4 and 5 of the TIS report. The maximum calculated queue is one vehicle for existing plus site development traffic conditions as well as future traffic conditions. Since the northbound entry lane has a storage length sufficient to accommodate approximately 6 vehicles, it is unlikely than any traffic would back-up to Huffine Lane. Even if the southbound egress lane backs up into the roundabout, the blockage would not impact entering vehicle operations since drivers would still be able to turn right, proceed thru, and turn left. Comment b. - The TIS must analyze turning movements in and out of the western access on to Huffine Lane. The TIS should consider making this connection a right-in / right-out only. At the present time there is a dedicated left-turn bay on Huffine Lane to enable eastbound traffic to enter the western access and there are 86 vehicles in the noon hour and 70 vehicles in the peak PM hour period that utilize the turn bay. To eliminate the left-turn entry lane would force traffic to the signal at College Street, which would not be an ideal situation. Therefore, any changes to the approach movements that could be considered would be a ¾ access, perpetuating the eastbound left turn movement. Currently there are 8 left turns during the noon hour and 11 left turns during the peak PM hour from the development site access. The development would not generate any new left turn traffic at this intersection initially or in future years. Capacity analysis was completed for existing, existing plus site traffic, and future traffic conditions and the results are summarized in Tables 1, 5, and 6, respectively. Only future conditions would result in a level-of-service (LOS) below LOS “C” and the maximum vehicle queue in the future would be 2 vehicles. Since the existing approach flares are very wide, left-turning stopped vehicles do not impede the higher volume right-turn movements on the access egress approach. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Mailing Address: P.O. Box 80785 Billings, MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Email: bobm@marvinassociates.com There are two options available for modifications to this access. 1 - Provide pavement markings delineating the right turn lane path along with “Right Turn Only” signage. 2 - Construct a raised median similar to the Harmon Street Boulevard access on the south side of Huffine Lane. The first option would be relatively inexpensive but does not provide a physical barrier to discourage the left-turn movement. It is speculated that the majority of existing left turn traffic on the western access is generated by a business on the west side of the approach road. The access from that building’s parking lot to the western approach road is not an approved access and could be closed. The second option, which is relatively expensive would provide a physical barrier to discourage the left turn movement onto Huffine Lane. However, it should be noted that it would not completely eliminate left turn or straight movements. Traffic counts In the TIS (Appendix A) indicates that on the northbound approach there were 1 thru movement and 2 left turns in the noon hour and 2 thru movements in the PM hour. If a raised median were to be installed on the southbound approach, there would be a potential for traffic to enter the adjacent building’s parking lot to turn left onto Huffine Lane. The Montana Department of Transportation’s (MDT) Web site has plotted 4 crashes at the approximate location of the western mall access. One was in 2016, two were in 2017, and one in 2018. It could not be determined what types of crashes were involved. However, the crash history raises a concern for safety at this intersection. While there is no absolute guarantee that the prohibition of left turns from the approach would completely eliminate left turn movements, the prohibition would limit potential liability. Considering these circumstances, it is recommended that the higher level of control should be pursued by constructing the raised median option and closing the access to the adjacent building west of the mall access road. Comment c. - The TIS must provide an updated analysis of the intersection of Huffine Lane and College Street. The TIS included the capacity analysis of Huffine and College for existing, existing plus full development traffic, future traffic projections, and mitigation measures. The supplemental report dated July 14, 2022, also provide capacity analysis for Phase 1 development traffic. Since none of the traffic assignment has changed, I am not sure what needs to be updated. Robert R. Marvin, P.E., P.T.O.E.