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06-27-22 Work Session Agenda and Materials-sem. KALISPELL CITY COUNCIL WORK SESSION AGENDA June 27, 2022, at 7:00 p.m. City Hall Council Chambers, 201 First Avenue East The public can participate in person in the council chambers or via videoconferencing. Register to join the video conference at: https://us02web.zoom.us/webinar/register/WN dJ3b4QnDQsC_32pQihk3yg. Please see the bottom of the agenda for instructions to watch the meeting live. Public comment can also be provided via email to publiccomment@kalispell.com. A. CALL TO ORDER B. DISCUSSION 1. Water Conservation and Restriction Plan 2. Review of Updates to the Design and Construction Standards C. PUBLIC COMMENT Persons wishing to address the council are asked to do so at this time. Public comment can be provided in person, verbally during the online meeting, or via email to publiccomment@kalispell.com D. CITY MANAGER, COUNCIL, AND MAYOR REPORTS E. ADJOURNMENT UPCOMING SCHEDULE / FOR YOUR INFORMATION City Offices Closed — July 4, 2022 — Independence Day Holiday Next Regular Meeting — July 5, 2022, at 7:00 p.m. — Council Chambers Next Work Session — July 11, 2022, at 7:00 p.m. — Council Chambers To provide public comment live, remotely, please register for the video conference through zoom and use the raise hand feature to indicate you would like to provide public comment. See the top of the agenda for the zoom link. Watch City Council sessions live or later on Charter Cable Channel 190 or online at https://www.kalispell.com/480/Meeting-Videos. Page 1 of 1 KALISPELL To: Doug Russell, City Manager From: Susie Turner, Public Works Director Re: Emergency Ordinance # xxxx— Water Restrictions Meeting Date: June 27, 2022 Background: Kalispell's Public Water supply supports domestic, irrigation, and fire flow water services for residential and commercial customers within the City. Kalispell's water supply comes from eleven (11) groundwater sources within the city limits, and supplies water to the distribution system and four (4) storage reservoirs. The water sources are described as follows: # Water Source GPM MGD Firm Pressure Zone 1 Noffsinger Spring 1,600 2.30 Lower 2 Buffalo Hill Well 2,150 3.10 Lower 3 OSS -1 Well 600 0.86 Lower 4 OSS -2 Well 300 0.43 Lower 5 Depot Well 1,200 1.73 Lower 6 Armory Well 1,400 2.02 Lower 7 West View Well 1,200 1.73 Upper 8 Grand View 1 Well 1,000 1.44 Upper 9 Grand View 2 Well 700 1.01 Upper 10 Silverbrook Well 250 0.36 Upper 11 Section 36 Well 1,525 2.20 Upper TOTAL 11,925 17.17 14.08 TOTAL (Minus Noff) 10,325 14.87 11.77 GPM- Gallons per Minute, MGD — Million Gallons with largest well offline per Day, Firm -production potential Currently, all the water facilities are operational except the Noffsinger Spring facility, which was taken offline in 2021. Noffsinger Spring is Kalispell's oldest water facility and while the spring water source is safe for consumption, the facility's condition no longer provides the necessary protections against exposures to environmental elements. In 2020, Public Works initiated the North Main Well capital project to replace the Noffsinger Spring source with a new equivalent water source. North Main Well's production development and water right application are scheduled to be completed in June, and facility construction is scheduled to begin in the fall of 2022. In 2018 Kalispell completed a Water Facility Plan Update (WFPU) to identify opportunities and to address system challenges such as population growth, increasing water demands, aging infrastructure, and institute effective capital improvements planning The WFPU provided a guide for short-term, near-term, and long-term management rehabilitation and new development capital improvements. New development projects such as transmission mains, new well sources and storage facilities were identified and planned for based on a 2% annual growth rate. Since the adoption of the WFPU, Public Works has completed a transmission main project in 2020 and initiated the Upper Zone Storage Tower and Wells project in 2020. The Upper Zone Storage Tower and Wells project is in the design phase and construction is scheduled to begin in the spring of 2023. As noted above, the WFPU's new development project construction timelines were projected based on a 2% growth rate, but over the past several years actual growth rates reflect an overall 3% annual growth rate. The unexpected short-term growth rate has expedited the necessity for the new development projects, and the City is diligently working toward completing these important projects. Nevertheless, the construction timeline will not address the anticipated increase in peak water demands over the 2022 summer months. 32,000 POPULATION PROJECTION COMPARISONS Actuals f Facility Plan 2% Est N W -P 000 30,000 7 00 � 00 -A N N SN"--�� --.1N Q 2°/O ,..1 V NJ 7 F 00 28,000PI cn Ql Ul N z Pctua\ " CO N N v .30/° N A v � 6,000 ? 00 N N W D NJ U1 W N al N d W Ql W u1�, Q1 lD O N N W N Ln L' NJ L' 24,000 rn a ,, 00 Ul A N N A Ql U1N Ul W I--' NJ N 0 22,000 N NJ No cn N N W N h NJ W 00 W W 20,000 0o 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029 Given the current state of Kalispell's water system, i.e. Noffsinger Spring offline and new tank and wells yet to be constructed, staff is concerned with the water system's ability to support the 2022 summertime irrigation peak water demands, while maintaining service for domestic water use and fire protection. 2 PRIVATE OPEN SPACE/PARKS WATER YOUR LAW N/LANDSCAPE AREAS As Addressed for Even/Odd Corresponding Calendar Days `lCall Public Works Tor Address Assistance)) In anticipation of an increase in water demand throughout the summer months and to sustain the delivery of water for customers, Public Works will be introducing the following 2022 Water Conservation and Restriction Protocols. 2022 Water Conservation and Restriction Protocols: All usage of City produced water is subject to the 2022 water conservation plan which provides for voluntary and mandatory water reduction measures that will be in effect for various water supply and demand statuses. Stage 1 1. Water Demand Status - Sustainable a. Average Daily Demand (ADD) - Lower Zone 5 MG; Upper Zone 4 MG b. Water Reduction Measures: Voluntary 2. City Parks Conservation Measures a. Reduced watering schedules, duration, and times — all parks on City Water 3. High Irrigation Customers — Volunteer Conservations Methods a. Letters sent directly to high 25% irrigation users from 2021 b. Educational Meeting — Review Moderate Conservation Actions (duration and times) 4. All Customers — Volunteer Conservation Methods a. Public Service Announcements — Conservation Tips b. Public Service Announcements — Stage 2 Protocols Notices Stage 2 1. Water Demand Status - Non- Maintainable a. ADD Lower Zone 6 MG; Upper Zone 5 MG and/or loss of water source(s) b. Water Reduction Measures: Restrictions Required for All Customers 2. City Parks Conservation Measures a. Reduced Watering schedules, duration, and times — all Parks on City water 3. Construction — Fire Hydrant Accounts a. Restrict daily water use to 10,000 GPD 4. All Customers —Mandatory Watering and Irrigating Restrictions a. Designated days for watering corresponding to the last digit of the street address for the property; and Hours for watering restricted to designated hours. • Odd number addresses shall water on odd days of the calendar month (e.g., July 1, 3, 5) Outdoor Irrigation Schedule (overhead spray irrigation including hose end sprinklers) Watering schedules are based on physical property address and apply to all residences, businesses, HOAs, private open space, and private parks using city water for irrigation. EVEN -NUMBER PHYSICAL ADDRESS WATER YOUR LAWN ODD -NUMBER PHYSICAL ADDRESS WATER YOUR LAWN On Even Calendar Days On Odd Calendar Days GIWATERING IS PERMITTED ON YOUR ALLOWED WATERING DAYS BETWEEN 5AM -11AM AND 6PM-11PM, ONCE PER DAY Even number addresses shall water on even days of the calendar month (e.g., July 2, 4, 6). Private Open Space/Parks Watering shall be done as addressed (even/odd corresponding to calendar days) All Watering shall be done between the hours of 5 a.m. to 10 a.m. or 6 p.m. to 11 p.m. Watering should also occur only once per day. 5. Exceptions a. These restrictions do not apply for the use of low-volume drip irrigation and hand watering with a watering can or hose with positive shut-off nozzle when watering the following plant types only: • Trees • Shrubs • Ornamental perennials & groundcovers • Annual flower beds & planters • Food gardens b. Watering with overhead spray irrigation for the sole purpose of establishing new grass from sod or seed is permitted, as needed, for 45 days after planting. c. Properties that utilize private wells for irrigation are not required to comply with watering restrictions. d. Water use associated with irrigation system operation for the purposes of installation, repair, adjustments, performance assessments, and other related maintenance issues, provided that the system is attended to throughout the period of operation, is permitted as needed. Stage 3 1. Water Demand Status - Non -Sustainable a. ADD > Lower Zone 6 MG; Upper 5 MG and/or loss of water source(s) b. Water Reduction Measures: Restrictions Required for All 2. City Parks Conservation Measures a. All outdoor water uses prohibited 3. Construction — Fire Hydrant Accounts a. All outdoor water uses prohibited 4. All Customers —Mandatory Watering and Irrigating Restrictions a. All outdoor water uses prohibited; and b. All other water uses prohibited except for necessary domestic indoor use for drinking water and sanitation. 5. Exceptions e. Properties that utilize private wells for irrigation are not required to comply with watering restrictions. Meeting Discussion and Recommendations: The objective of this workshop is to highlight the status of the water system, identify production capability for the summer of 2022 and potential water demand shortcomings, introduce and discuss 2022 water conservation and restriction protocols, and a recommendation to adopt an emergency water restriction Ordinance. Staff's goal is to have City water customers employ 4 voluntary moderate water conservation practices, and in doing so will reduce the risks for activating Stage 2 water restrictions. However, it is still prudent for the City to prepare for water shortages, as such staff recommends adopting an emergency ordinance providing the City Manager authority to institute water restrictions, ONLY when necessary, to ensure safe and essential delivery of water to Kalispell customers. Enclosed for consideration and discussion is the proposed Emergency Ordinance. ATTACHMENTS: Draft Emergency Ordinance ORDINANCE NO. :XXX AN EMERGENCY ORDINANCE AUTHORIZING THE CITY OF KALISPELL TO ESTABLISH TEMPORARY WATER CONSERVATION RESTRICTIONS AND ESTABLISHING AN IMMEDIATE EFFECTIVE DATE. WHEREAS, the City of Kalispell's water supply comes from eleven groundwater sources within the city limits and supplies water to the distribution system and four storage reservoirs; and WHEREAS, in 2018, Kalispell completed a Water Facility Plan Update (WFPU) to address system challenges such as population growth, increasing water demands, aging infrastructure, and to institute effective capital improvements planning to address such challenges; and WHEREAS, Noffsinger Spring was taken offline in 2021 due to the facility's condition that can no longer provide the necessary protections against exposures to environmental elements; and WHEREAS, in 2020, Kalispell's Public Works Department initiated the North Main Well capital project to replace the Noffsinger Spring source with a new equivalent water source and construction of the North Main Well facility is scheduled to begin in the fall of 2022; and WHEREAS, the WFPU's new development project construction timelines were projected based on a 2% growth rate, however, Kalispell has actually grown at a rate of approximately 3%, thus increasing water demands beyond previous expectations; and WHEREAS, the construction timeline for new projects will not address the anticipated increase in peak water demands over the 2022 summer months; and WHEREAS, the current state of Kalispell's water system may not support the 2022 summertime irrigation peak water demands while maintaining service for domestic water use and fire protection; and WHEREAS, it is necessary and prudent to immediately effectuate the 2022 Water Conservation and Restriction Protocols attached hereto and incorporated into these recitals as Exhibit "A" as these protocols will protect the public health, safety, and the general welfare of citizens of Kalispell. NOW THEREFORE BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF KALISPELL, MONTANA, AS FOLLOWS: SECTION 1. Pursuant to the authority of MCA § 76-5-1101 and KMC 2-26, the Kalispell City Council hereby approves the temporary water conservation restrictions by the means and plans set forth in Exhibit "A", attached hereto and fully incorporated herein by this reference. SECTION 2. Pursuant to the authority of MCA § 76-5-1101 and KMC 1-12 and 2-26, any person or entity in violation of the temporary water conservation restrictions set forth in Exhibit "A" shall be subject to the following penalties: A. Upon the first violation, notice of the violation, including penalties for any future violations and water conservation techniques, shall be sent by first class mail, postage prepaid, to the owner of the property upon which the violation occurred and notice may also be posted on the violator's door. B. Upon the second violation, the violator shall be subject to a $250 civil penalty. C. Upon the third violation, the City of Kalispell may discontinue water service upon three (3) days notice to prevent future violations. If water service is discontinued, service may not be restored until applicable fees charged for reconnecting the water service and any outstanding civil penalties are paid. SECTION 3. This Ordinance, pursuant to KMC 2-26, is effective upon passage and approval and shall be in effect for no longer than 90 days. PASSED AND APPROVED BY THE CITY COUNCIL BY AT LEAST 2/3RD VOTE AND SIGNED BY THE MAYOR OF THE CITY OF KALISPELL, MONTANA THIS DAY OF , 2022. Mark Johnson Mayor ATTEST: Aimee Brunckhorst, CMC City Clerk EXHIBIT "A" 2022 Water Conservation and Restriction Protocols: All usage of City produced water is subject to the 2022 water conservation plan which provides for voluntary and mandatory water reduction measures that will be in effect for various water supply and demand statuses. Stage 1 1. Water Demand Status - Sustainable a. Average Daily Demand (ADD) - Lower Zone 5 MG; Upper Zone 4 MG b. Water Reduction Measures: Voluntary 2. City Parks Conservation Measures a. Reduced watering schedules, duration, and times — all parks on City Water 3. High Irrigation Customers — Volunteer Conservations Methods a. Letters sent directly to high 25% irrigation users from 2021 b. Educational Meeting — Review Moderate Conservation Actions (duration and times) 4. All Customers — Volunteer Conservation Methods a. Public Service Announcements — Conservation Tips b. Public Service Announcements — Stage 2 Protocols Notices Stage 2 1. Water Demand Status - Non- Maintainable a. ADD Lower Zone 6 MG; Upper Zone 5 MG and/or loss of water source(s) b. Water Reduction Measures: Restrictions Required for All Customers 2. City Parks Conservation Measures a. Reduced Watering schedules, duration, and times — all Parks on City water 3. Construction — Fire Hydrant Accounts a. Restrict daily water use to 10,000 GPD 4. All Customers —Mandatory Watering and Irrigating Restrictions a. Designated days for watering corresponding to the last digit of the street address for the property; and Hours for watering restricted to designated hours. • Odd number addresses shall water on odd days of the calendar month (e.g., July 1, 3, 5) Even number addresses shall water on even days of the calendar month (e.g., July 2, 4, 6). Private Open Space/Parks Watering shall be done as addressed (even/odd corresponding to calendar days) All Watering shall be done between the hours of 5 a.m. to 10 a.m. or 6 p.m. to 11 p.m. Watering should also occur only once per day. 5. Exceptions a. These restrictions do not apply for the use of low-volume drip irrigation and hand watering with a watering can or hose with positive shut-off nozzle when watering the following plant types only: • Trees • Shrubs • Ornamental perennials & groundcovers • Annual flower beds & planters • Food gardens b. Watering with overhead spray irrigation for the sole purpose of establishing new grass from sod or seed is permitted, as needed, for 45 days after planting. c. Properties that utilize private wells for irrigation are not required to comply with watering restrictions. d. Water use associated with irrigation system operation for the purposes of installation, repair, adjustments, performance assessments, and other related maintenance issues, provided that the system is attended to throughout the period of operation, is permitted as needed. Stage 3 1. Water Demand Status - Non -Sustainable a. ADD > Lower Zone 6 MG; Upper 5 MG and/or loss of water source(s) b. Water Reduction Measures: Restrictions Required for All 2. City Parks Conservation Measures a. All outdoor water uses prohibited 3. Construction — Fire Hydrant Accounts a. All outdoor water uses prohibited 4. All Customers —Mandatory Watering and Irrigating Restrictions a. All outdoor water uses prohibited; and b. All other water uses prohibited except for necessary domestic indoor use for drinking water and sanitation. 5. Exceptions e. Properties that utilize private wells for irrigation are not required to comply with watering restrictions. 7illiZIOOP1/4 KALISPELL MEMORANDUM To: Doug Russell — City Manager CC: Susie Turner, PE — Director of Public Works From: Keith Haskins, PE — City Engineer Re: Update to the Design and Construction Standards Meeting Date: June 27, 2022 — Council Work Session BACKGROUND: The City periodically updates the Standards for Design and Construction to ensure conformance with current requirements of State and Federal agencies, to adopt changes in various materials and methods used in construction, to aid in operation and maintenance of public infrastructure, and to ensure the standards reflect the best practices necessary to support a sustainable community. The Standards were last updated on January 21, 2020. Since that time, the City has adopted the Move 2040 — Kalispell Transportation Plan which included updates to road classifications, typical sections, and policy recommendations. Additionally, the Montana Contractors Association recently published the Seventh Edition of the Montana Public Works Standard Specifications which are used as a baseline for municipal construction specifications. Due to these significant updates along with other staff recommendations, edits, and corrections, an update to the Design and Construction Standards (Standards) is now necessary. A detailed review of the proposed amendments was presented to Council on March 28, 2022. The most notable changes were within the following sections: • Section 1.6.2 Record Files • Chapter 7 Pretreatment • Section 3.1.4 Review Fees • Table 7 — Traffic Impact Study • Section 3.1.5 Construction Drawings Categories and Requirements • Table 9 — Access Spacing Guidelines The amendment notice was advertised via local newspaper and on the city website. An email was sent out to local engineers, developers, and contractors. Public access was also provided to the proposed Standards via the city website. A Public Hearing was held on May 5, 2022. As a result of the public notice and hearing, staff logged three comments from the public and has provided responses to those comments which were included as part of the Council's Public Hearing packet. In consideration of proposed amendments and comments received, staff recommends Council adopt the attached City of Kalispell Standards for Design and Construction at the next regular Council Meeting. ATTACHMENTS: Standards for Design and Construction — Final.pdf Standards for Design and Construction — Compare.pdf Public Comment and Response.pdf 201 1" Avenue E PO BOX 1997 Kalispell, MT 59903 Public Works Department Phone (406)758-7720 Fax (406)758-7831 www.kalispell.com • JULY 5, 2022 cm' KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION PUBLIC WORKS DEPARTMENT CITY OF KALISPELL, MONTANA Table of Contents Chapter 1 Construction Within City Right -of -Way 1 1.1. General Provisions 1 1.1.1 Standards 1 1.1.2 Public Right -of -Way Permit 1 1.1.3 City Fees 2 1.1.4 Applicable Laws and Indemnification of the City 3 1.1.5 Interruption of Service 3 1.1.6 Traffic and Pedestrian Control 3 1.1.7 Liability Insurance 4 1.1.8 Bonding 4 1.1.9 Guarantee for Equipment, Materials, and Workmanship 5 1.1.10 Excavation and Disposal of Material from Existing Public Right -of -Way and Easement 5 1.1.11 Intersection Monuments 6 1.1.12 Pollution Controls 6 1.1.13 Pavement Restoration 6 1.1.14 Construction Inspection 7 1.1.15 Stop Work Order 7 1.1.16 Relocation of Utilities 7 1.2. Project Requirements 8 1.2.1 Contractors Requirements 8 1.3. Construction Standards 8 1.3.1 Underground Utilities 8 1.4. Construction Inspection, Testing, and Quality Control 9 1.4.1 Construction Inspection 9 1.4.2 Compaction Testing 10 1.4.3 Video Inspection 12 1.5. Boulevard Landscaping 12 1.5.1 Requirements 12 1.6. Record Drawings and Project Acceptance 12 1.6.1 Certification 12 1.6.2 Record Files 13 1.6.3 Acceptance 13 1.7. Two -Year Warranty Inspection 14 1.7.1 Requirements 14 1.7.2 Warranty Work 14 Chapter 2 Design Criteria 15 2.1. Plans 15 2.1.1 General Items 15 2.1.2 Title Sheet(s) (Shall not exceed 3 Sheets): 16 2.1.3 Plan Sheets 16 2.1.4 Plan and Profile Sheets 16 2.1.5 Detail Sheets 18 2.1.6 Road and Drainage Plans 18 2.1.7 Drainage Facilities and Swales 19 2.1.8 Basin Maps 20 Chapter 3 Project Submittals 21 3.1. Process 21 3.1.1 Submittals 21 3.1.2 Resubmittals 22 3.1.3 Delivery 22 3.1.4 Fees 22 3.1.5 Construction Drawings 22 3.2. Responsibilities 23 3.2.1 Professional Engineer 23 3.2.2 Contractor 23 3.2.3 City Engineering Staff 23 3.2.4 Developer 23 3.2.5 All Parties 23 3.3. Design or Construction Deviation 24 3.3.1 Requirements• 24 ii 3.4. Municipal Facilities Exclusion (MFE) 24 3.4.1 Process: 24 Chapter 4 Development 25 4.1. Requirements 25 4.1.1 General 25 4.1.2 Utilities 25 4.1.3 Utility Easements: 26 Chapter 5 Water System 27 5.1. Design Standards 27 5.1.1 Design Report 27 5.1.2 Water Pipe 27 5.1.3 Valves 28 5.1.4 Fire Hydrants 28 5.1.5 Water Services 29 5.2. Construction Standards 30 5.2.1 General 30 5.2.2 Offsets 30 5.2.3 Water Pipe 31 5.2.4 Valves 31 5.2.5 Valve Boxes 31 5.2.6 Fire Hydrants 31 5.2.7 Service Saddles 31 5.2.8 Corporation Stop and Curb Stop Valves 32 5.2.9 Service Fittings 32 5.2.10 Curb Boxes 32 5.2.11 Service Pipe 32 5.2.12 Meter Pits / Vaults 32 5.2.13 Tapping Sleeves 33 5.2.14 Ductile Iron Fittings 33 5.2.15 Mechanical Joint Restraints 33 5.2.16 Pipe Bedding 33 5.2.17 Warning Tape 33 iii 5.2.18 Toner Wire 33 5.2.19 Marker Posts 34 5.2.20 Casing 34 5.2.21 Sanitary Connections 34 5.2.22 Couplings 34 Chapter 6 Sanitary Sewer System 35 6.1. Design Standards 35 6.1.1 Design Report 35 6.1.2 Sulfide Generation Analysis 36 6.1.3 Usage Restriction 36 6.1.4 Gravity Mains 36 6.1.5 Manholes 36 6.1.6 Location 37 6.1.7 Lift Stations 37 6.1.8 Force Mains 38 6.1.9 Service Lines 38 6.2. Construction Standards 38 6.2.1 General 38 6.2.2 Offsets 38 6.2.3 Gravity Sewer Pipe 38 6.2.4 Force Mains 38 6.2.5 Service Lines 39 6.2.6 Detectable Warning Tape 39 6.2.7 Marker Posts 39 6.2.8 Manholes 40 6.2.9 Lift Stations 40 6.2.10 Pipe Bedding 45 6.2.11 Casing 45 Chapter 7 Pretreatment 46 7.1. Design And Construction Standards 46 7.1.1 General 46 7.1.2 All Grease Interceptors 46 iv 7.1.3 Interior Grease Interceptor 46 7.1.4 Exterior Gravity Grease Interceptor and Sample Port 47 7.1.5 Grease Interceptor Abandonment 47 7.1.6 Sand / Oil Separators 47 7.1.7 Sample Port 47 7.1.8 RV Dump Stations 48 Chapter 8 Storm Sewer System 49 8.1. Design Standards 49 8.1.1 Regulatory Thresholds 49 8.1.2 Basic Requirements (BR -1) Drainage Submittal 50 8.1.3 BR -2 Geotechnical Site Characterization 55 8.1.4 BR -3 Water Quality Treatment 61 8.1.5 BR -4 Flow Control 64 8.1.6 BR -5 Conveyance 77 8.1.7 BR -6 Erosion and Sediment Control 87 8.1.8 BR -7 Operation and Maintenance (O&M) 88 8.1.9 Parcels and Easements 91 8.2. Construction Standards 93 8.2.1 General 93 8.2.2 Offsets 93 8.2.3 Culverts and Storm Main 93 8.2.4 Structures 94 8.2.5 Pipe Bedding 94 Chapter 9 Transportation System 95 9.1. Design Standards 95 9.1.1 General 95 9.1.2 Traffic Impact Study (TIS) 95 9.1.3 Intersections 99 9.1.4 Traffic Calming 100 9.1.5 Dead-end Streets 100 9.1.6 Sight Distance 100 9.1.7 Collector and Arterial Streets 100 v 9.1.8 Street Minimum Requirements: 100 9.1.9 Traffic Control Signs, Street Name Signs and Street Names 101 9.1.10 Sidewalks• 103 9.1.11 Boulevard/Open Space: 103 9.1.12 Multiple Use Paths: 103 9.1.13 On -Street Parking• 104 9.1.14 Driveways• 106 9.1.15 Placement of Utilities• 107 9.1.16 Street Lighting 108 9.1.17 Traffic Calming Devices 110 9.1.18 Mailbox Cluster 110 9.2. Construction Standards 110 9.2.1 General 110 9.2.2 Materials: 110 vi Glossary of Acronyms and Terms 111 Appendix A — Checklist for Identifying Wetlands 114 Appendix B1 — Swale Flood Test 116 Appendix B2 — Pond Flood Test 116 Appendix C — BMP T5.100 API (Baffle Type) Separator Bay 117 Appendix D — Flow Spreader Options 119 Appendix E — Filter Strips Used for Pre -Treatment 124 Appendix F — Planting Guidelines 126 Appendix G1 — Example Calculation — Non -Flooded Width 130 Appendix G2 — Example Calculation — Grate Inlet Capacity 131 Appendix H1 — Facility Maintenance Recommendations 133 Appendix H2 — Facility Inspection Checklist 141 Appendix H3 — Example Waiver to Protest SID 142 Appendix I — Example Ownership Transfer Letter 144 Appendix J — Example Agreement for Construction Inspection 145 Standard Details — General 146 Standard Details — Water System 148 Standard Details — Sanitary Sewer System 153 Standard Details — Pretreatment 159 Standard Details — Storm Sewer System 166 Standard Details — Transportation System 173 vii Chapter 1- Construction Within City Right -of -Way 1.1.2D Chapter 1 Construction Within City Right -of -Way 1.1. GENERAL PROVISIONS 1.1.1 Standards A. The latest published edition of the Montana Public Works Standard Specifications (MPWSS1) are adopted in their entirety, except as amended herein. With respect to the design and/or construction of public facilities, and conflict(s) or difference(s) between the MPWSS, the City of Kalispell (CK) Subdivision Regulations2, and the CK Standards for Design and Construction (Standards) shall be resolved in favor of the Standards. B. New construction will be built under the Standards in effect at the time of construction. C. If construction of the approved plans is not completed within 36 months from the date of design approval, the design plans, specifications, and reports shall be resubmitted for City review and approval. 1.1.2 Public Right -of -Way Permit A. All construction, excavation, or other work on public or private property which will necessitate the use of the public right-of-way or easement shall require a Public Right -of -Way Permit issued by the Public Works Department (PWD). B. The work authorized by the Permit includes but is not limited to: street construction and repair; water, sewer, and storm system construction and repair; utility connections and repair; and landscaping, sidewalk, curbing and driveway construction and repair. C. Also included are any other uses of the public right-of-way where there is a possibility of creating a hazard. Examples of hazards are scaffolding, storage of materials or equipment, crane and equipment operations, demolition, sandblasting and painting operations, temporary construction or demolition dumpster placement and any other use deemed a hazard by the PWD. D. The Permit will not be issued until all insurance and bonding requirements have been met. 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 2 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 1 Click to Return to Index ,N .� 0 0 u O =CC o U Chapter 1- Construction Within City Right -of -Way E. In an emergency which requires repairs to be made immediately, the Contractor may excavate and complete the repairs without first having obtained a Permit. Prior to beginning work at the site during normal working hours, the Contractor shall notify the PWD at 758-7720. Prior to beginning work after hours, the Contractor shall notify police dispatch at 758-7780. In either case, the Contractor shall describe the circumstances and provide the location of the emergency repairs. The Contractor shall obtain the Permit no later than the next scheduled City workday. F. All provisions of the Standards shall be complied with regardless of the circumstances of the construction. G. All steel tracked equipment operating within a public street right-of-way shall be fitted with triple grouser street pads. The Contractor shall be responsible for damages to City infrastructure within the public street right- of-way. 1.1.3 City Fees A. Water & Sewer Service Connection Fee (Impact Fees) I. An impact fee shall be paid for the connection of each new water and sewer service to the system. This fee must be paid even if a service line has previously been stubbed to the property line or other accessible location. Impact fees for water and/or sewer must be paid before a Building Permit will be issued by the Building Department and before service is approved. Impact fees may be paid in installments as established by City Ordinance No. 16811. B. Construction of Water Service. I. When it is necessary to tap an existing water main for a service connection: the Contractor will excavate around the main and prepare a safe trench from the main to the approved curb stop location; the City will provide the equipment, labor and materials required to tap the main and install the service line from the main to the curb stop valve; the Contractor will install backfill, and restore the pavement surface. The City will charge the Owner for equipment, labor and materials required to complete the work. The Owner will be responsible to construct the service line from the curb stop to the point of service. C. Construction of Sewer or Storm Service. I. When it is necessary to tap an existing sewer or storm main for a service connection, the Contractor will provide the equipment, labor and materials required to tap the main, install the service line from the main to the point of use and restore the public right of way to the pre - construction condition meeting minimum City Standards. City personnel shall inspect the tap prior to backfill. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=20709&searchid=caf2e4aa-519c-40f9-8d50- 229135940f63&dbid=0 2 Click to Return to Index .MMg41.7 Chapter 1- Construction Within City Right -of -Way 1.1.6C 1.1.4 Applicable Laws and Indemnification of the City A. The Contractor shall give all notices and comply with all federal, state and local laws, ordinances and regulations affecting the conduct of the work, and shall indemnify and hold harmless the City against any claim or liability arising from, or based on, the violation of any such law, ordinance, regulation, etc., whether by himself or his employees. 1.1.5 Interruption of Service A. Any construction that will interrupt the normal operation of city sewer, water, storm, or transportation facilities requires notification of affected City departments and property owners and/or residents. The Contractor shall notify the CK Police and Fire Departments at least 48 hours prior to any street closures. B. All street closures or interruptions of utility services will require the Contractor to provide a news release specifying the location of construction and the duration of the closure. The Contractor shall present the news release to the news media at least 2 workdays prior to the beginning of any construction activity. C. The Contractor shall also notify utility users affected by the interruption of the type and duration of the interruption at least 48 hours prior to beginning construction. D. Solid waste services shall not be interrupted by construction activities and shall be coordinated with CK PWD. 1.1.6 Traffic and Pedestrian Control A. In the event of an emergency interruption, the Contractor shall notify the PWD, Police and Fire Departments immediately. The Contractor shall immediately dispatch members of his staff to notify affected individuals by telephone or personal contact. B. A Traffic and Pedestrian Control Plan shall be submitted to and approved by the PWD for all work within the public right-of-way. I. Conform to the latest edition of the Manual on Uniform Traffic Control Devices1 (MUTCD). II. Show the location and description of all Traffic and Pedestrian Control Devices. III. No work shall commence on the project until the plan is approved. IV. Keep all devices in place and maintained throughout the project. V. The PWD reserves the right to reject any device observed to be in substandard condition. C. Emergency access to the work area shall be maintained at all times. 1 https://mutcd.fhwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 3 Click to Return to Index Chapter 1- Construction Within City Right -of -Way D. All barricades and obstructions shall be protected at night by suitable signal lights which shall be kept illuminated from sunset to sunrise. Barricades shall be of substantial construction and shall be constructed to increase their visibility at night. Suitable warning signs shall be placed to show in advance where construction, barricades or detours exist. All signs used at night shall be either retro -reflective with a material that has a smooth, sealed outer surface or illuminated to show the same shape and similar color both day and night. E. If flagging is required, it shall be accomplished by competent and properly equipped flag persons. Flagging shall be accomplished as described in the Montana Department of Transportation Flagger's Handbook and the MUTCD1. F. Traffic control devices shall be removed from visual contact with the traveling public when they are not being used for construction activities. G. The Contractor shall remove all traffic and pedestrian control devices within 24 hours of the conclusion of the project construction. H. If the Contractor fails to maintain the Traffic and Pedestrian Control Devices in accordance with the approved plan, the City reserves the right to correct the deficiency and all labor, equipment, material and administrative costs will be billed to the Contractor. 1.1.7 Liability Insurance A. The Contractor shall procure and maintain, at the Contractor's expense, during the construction period, Contractor's Liability Insurance in accordance with the Supplementary Conditions to the General Conditions of the MPWSS2 for work within existing public right-of-way or easement. 1.1.8 Bonding A. All construction work within the public right-of-way or easement (sidewalk, boulevard, pavement, curb construction, water, storm drainage, sanitary sewer service line installation, repair, etc.) will require the Property Owner/Contractor to provide the City with a Performance Bond. The bond shall be equal to the value of the project and shall remain in force for one year. Contractors annually furnishing the City with a 2 -year bond of $5,000 will not be required to furnish additional bonding if the $5,000 bond meets the requirements of these standards. B. Bonds may be in the form of a Surety Bond, a Certificate of Deposit (CD), a Certified Check or an irrevocable Letter of Credit issued by a bank licensed to do business in the state of Montana. 1 https://mutcd.fhwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 2 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 4 Click to Return to Index di di II MI 1.1.9 Guarantee for Equipment, Materials, and Workmanship A. The Contractor shall guarantee all materials and equipment furnished, and construction work performed for maintenance and repair work on existing city infrastructure for a period of 1 -year from the date of written acceptance of the work by the CK. B. The guarantee for new city infrastructure shall be for a period of 2 -years from the date of written acceptance of the work by the CK. In the case of a subdivision, the date of acceptance will be final plat approval or acceptance by the PWD, whichever is later. C. Guarantees shall be in the form of a Maintenance bond. I. Required prior to Final Plat or Certificate of Occupancy. II. Equal to 20% of the total value of public infrastructure constructed. III. Shall remain in force throughout the guarantee period. IV. The City reserves the right to draw on the maintenance bond for repairs not completed by the responsible party within 30 calendar days of being advised that repairs are required. V. Maintenance bonds may be in the form of a Surety Bond, a Certificate of Deposit (CD), a Certified Check or an irrevocable Letter of Credit issued by a bank licensed to do business in the state of Montana. VI. The Commencement Date for the Maintenance Bond shall be the date set for the completion of the required improvements as stated in the Subdivision Improvements Agreement, the date of Substantial Completion as certified by a Professional Engineer, or the date Final Plat is granted, whichever is later. If the expiration date of the Maintenance Bond falls after November 16, the expiration date of the Maintenance Bond shall be June 30 of the following year. 1.1.10 Excavation and Disposal of Material from Existing Public Right -of -Way and Easement A. All material unsuitable for trench backfill, sub -base or base construction, excavated from the developed public right-of-way or easement shall be removed from the site and disposed of by the Contractor. B. The disposal site shall meet regulatory provisions for disposal of the unsuitable excavated material. C. Unsuitable excavated material shall not be stockpiled on site without the written approval of the PWD. D. Excavated material shall be confined to the work zone as established during the preconstruction conference or as shown in the contract documents. 5 Click to Return to Index Chapter 1- Construction Within City Right -of -Way 1.1.11 Intersection Monuments A. When a street is to be reconstructed, prior to any excavation, a thorough search shall be made for existing intersection monuments. If found, such monuments and any other survey monuments likely to be disturbed or destroyed, shall be preserved by or under direction of a Professional Land Surveyor in accordance with MCA 70-22-1151. B. All monuments set shall meet the requirements of ARM 24.183.11012. Monuments set in pavement or concrete driving surfaces shall be placed inside of a cast iron monument box. 1.1.12 Pollution Controls A. The Contractor shall be responsible to maintain the construction site and all haul routes in accordance with the requirements of the CK's Emission Control Plan (see City Ordinance No. 11393). The Contractor shall obtain a County Air Quality Construction/Demolition Permit prior to beginning construction. The Contractor shall obtain a Construction Stormwater Management Permit4 for any land disturbance in the CK. B. No sediment laden or polluted water shall be discharged off any construction or building site. A City Construction Stormwater Management Permit for construction sites is required for land -disturbing activities which include, but are not limited to, excavation, planting, tilling, and grading, which disturbs the natural or improved vegetative or developed ground cover so as to expose soil to the erosive forces of rain, stormwater runoff or wind. All installations and maintenance of franchise utilities such as telephone, gas, electric, etc., shall be considered land disturbing activities. C. See Section 8.1.7. 1.1.13 Pavement Restoration A. The Contractor signing the Public Right -of -Way Permit shall be responsible for pavement replacement. The Contractor shall restore all surfaces within 14 calendar days after completing the backfill work. B. All new roads or reconstructed roads shall be paved with a minimum of 4 inches of Type B asphalt and shall be accomplished in accordance with current MPWSSS. 1 https://leg.mt.gov/bills/mca/title_0700/chapter 0220/part_0010/section_0150/0700-0220-0010-0150.html 2 http://www.mtrules.org/gateway/ruleno.asp?RN=24%2E183%2E1101 3 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15264&searchid=3d4edc55-bfb3-49ab-a58a- e2bc2e0dc733&dbid=0 4 http://kalispell.com/273/Stormwater-Management-Permits 5 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 6 Click to Return to Index o u O H C Chapter 1- Construction Within City Right -of -Way 1.1.16A C. The pavement restoration shall match the pavement structure thickness as shown on CK details ST.1 through ST.4. All excavations within 4 feet of the edge of the asphalt (including the outer edge, the crown, or adjacent seam) shall require removal and replacement from the edge of asphalt to the excavation edge. Asphalt patch areas that fall within the wheel path of the vehicular travel lane shall be increased in size to the center of the lane or adjacent lane. In no circumstance will the edge of a patch area be allowed to fall within the wheel path. D. Any damage to the existing asphalt surface caused by the Contractor's operations shall be repaired at the expense of the Contractor, including but not limited to gouges, scrapes, outrigger marks, backhoe bucket marks, etc. A slurry seal shall be considered the minimum standard for a repair to existing surfacing. E. The Contractor shall be responsible for maintaining the area in a smooth and drivable condition until the permanent pavement is placed. If the ground is frozen, the road cut shall be temporarily repaired with a minimum thickness of 2 -inches of cold patch material. The temporary repair shall be maintained by the Contractor for safe winter usage. The permanent restoration shall be made as soon as the ground is thawed in the spring, or as directed by the PWD. Pavement repairs shall be in accordance with the Standards. F. If the Contractor fails to restore the pavement within the 14 -day period or fails to maintain the trench or area as required, the City reserves the right to complete the restoration or maintenance, and all labor, equipment, material and administrative costs will be billed to the Contractor. The City reserves the right to call on the Contractor's Performance Bond if the bill is not paid within 30 days. 1.1.14 Construction Inspection A. Maintenance and repair work within public right-of-way or easement shall be inspected and approved by the PWD. It is the Contractor's responsibility to notify the PWD of the work requiring inspection at least 24 hours in advance so the PWD may schedule and perform such inspections. 1.1.15 Stop Work Order A. A written Stop Work Order may be issued by the PWD if the maintenance and repair work in progress does not meet the Standards for the CK, or for any other valid reason. Work may resume only after a written Resume Work Order has been issued by the PWD. 1.1.16 Relocation of Utilities A. Requests to relocate an existing public utility shall be submitted in writing to the PWD. A sketch shall be included that illustrates the existing location of the utility and the preferred relocation site. The request shall describe in detail the circumstances for the request. 7 Click to Return to Index 1.1.16B Chapter 1- Construction Within City Right -of -Way 0 u O • C o U B. The PWD may require the utility relocation to be designed by a licensed professional engineer. C. If the relocation is approved by the PWD, the utility shall be relocated by a bonded and insured utility contractor (see Section 1.1.7 and 1.1.8). Under no circumstances will the CK pay for any costs associated with the relocation of the utility. Relocation of water and sewer may also be subject to MDEQ review and approval. 1.2. PROJECT REQUIREMENTS 1.2.1 Contractors Requirements A. Registration: I. Any Contractor working within an existing Public Right -of -Way or Easement shall be registered with the Montana Department of Labor and Industry, Employment Relations Division. B. Insurance and Bonding I. Insurance and bonding shall be in accordance with Sections 1.1.7 and 1.1.8 as applicable. C. Preconstruction Meeting: I. Prior to the start of any construction, a preconstruction conference shall be held. The PWD, the Project Engineer, the geotechnical firm, the traffic control, the Owner, the Contractor, and any other parties pertinent to the project shall be represented. Items to be discussed at the pre - construction conference are construction schedule, shop drawing submittals, utility installation, materials testing, quality control, maintenance bond, and other items as may be necessary. D. Shop Drawing Submittal: I. If the proposed items to be installed differ from the approved plans and specifications, shop drawings shall be submitted for review not later than 10 business days prior to the proposed installation. 1.3. CONSTRUCTION STANDARDS 1.3.1 Underground Utilities A. All underground electrical, gas, phone, and TV cable lines must be installed at least 3 feet horizontally from water, sanitary sewer and storm sewer mains and services. 8 Click to Return to Index Chapter 1- Construction Within City Right -of -Way 1.4.1B.IV 1.4. CONSTRUCTION INSPECTION, TESTING, AND QUALITY CONTROL 1.4.1 Construction Inspection A. A Professional Engineer, or the Professional Engineer's designated representative, shall provide construction inspection and testing as required. Failure to submit required testing and other documentation shall be considered valid justification for non-acceptance of construction work and/or public infrastructure. Inspection and testing shall be in accordance with the current edition of the MPWSS1 and the Standards. B. The following quality control procedures will apply to all utility and roadway construction projects. The City reserves the right to conduct independent quality assurance testing at the City's expense during any phase of the construction. The Contractor shall bear the expense of failed tests and the expense of bringing the material into conformance with the required specifications. I. All water main valves and fittings, fire hydrants, sewer manholes, wet wells and sewer/water main crossings shall be inspected and approved by the Professional Engineer, or his designated representative, prior to backfilling. II. Water, storm drainage, and sanitary sewer construction testing shall be performed in accordance with the CK Special Provisions for Water Distribution2, Storm Drainage3, and Sanitary Sewer Collection System4. III. A Professional Engineer, or the Professional Engineer's designated representative, shall be present for all tests required in Sections 02660, 02720, and 02730 of the MPWSS. A written record of all test results shall be submitted to the PWD and certified by the Professional Engineer of record for the construction. IV. A Professional Engineer, or the Professional Engineer's designated representative, shall provide the PWD with photocopies of daily inspection reports, including Proctors and compaction test results for all projects. These reports shall be submitted on a weekly basis and certified by the Professional Engineer of record for the construction. 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 2 http://www.kalispell.com/DocumentCenter/View/481/Special-Provision-02660-PDF 3 https://kalispell.com/DocumentCenterNiew/482/Special-Provision-02720-PDF 4 http://www.kalispell.com/DocumentCenter/View/483/Special-Provision-02730-PDF 9 Click to Return to Index ,N .� 0 1.4.2 Chapter 1- Construction Within City Right -of -Way o� u O • - o U 1.4.2 Compaction Testing A. The following minimum compaction testing procedures shall apply to all utility and roadway construction projects. An independent accredited testing laboratory shall be retained to provide the following tests and frequency. Random longitudinal test locations are required. The following are minimum compaction test requirements. The Professional Engineer, or the Professional Engineer's designated representative, may require additional tests. For projects containing less than 300 linear feet of improvements, a minimum of one compaction test for each improvement shall be required for the improvements listed below. I. Utility Trenches and Underground Structures: a. Set of Tests: i For trenches up to 8 feet in depth, density tests shall be taken at 12 inches above the pipe, at one-half the trench depth, and at the surface. ii For trenches greater than 8 feet in depth, density tests shall be taken at 12 inches above the pipe, at one-third and two -third the trench depth levels, and at the surface. b. The minimum density shall be 95% Standard Proctor, ± 3% optimum moisture. c. Horizontal Frequency: i Utility Mains - One set of tests per 150 feet. ii Service Lines - One set of tests per 3 services, per utility type. iii Open Pit - Minimum of one set of tests (Open Pit - at each manhole, water valve, storm inlet, curb inlet, vault, etc.) d. Each test location shall be separated horizontally from a prior test location. II. Street Subgrade: a. All sub -base: 95% Standard Proctor, ± 3% optimum moisture. One random density test, every 100 linear feet of street per lane with random offsets. b. All crushed gravel base: 95% Standard Proctor, ± 3% optimum moisture. One random density test, every 100 linear feet of street per lane with random offsets. 10 Click to Return to Index Chapter 1- Construction Within City Right -of -Way 1.4.2A.IV.e.iii III. Asphalt Surface: a. Pavement and material testing requirements shall be in accordance with Section 1.4.1 and MPWSS1 Section 02510 Paragraph 3.28 and 3.29, except: i Add subsection 3.28H to the standard as follows: "Asphalt compaction samples will be taken according to AASHTO T 230 and tested in accordance with AASHTO T 166. One location per lane per block as determined by the Engineer shall be required. ii Subsection 3.29E shall be replaced with: "The field density and thickness of the pavement is determined by measuring the cores tested. The actual thickness shall not be less than the design thickness and shall in no case be less than four (4) inches." iii Subsection 3.29F shall be replaced with: "Asphalt thickness shall be measured using full depth core samples. Thickness shall be measured from the surface of the specimen to the bottom of the uniform plant mix which thickness shall not include foreign materials, seal coat, foundation material, soil, paper or foil. Thickness less than specified thickness as measured on the acceptance sample shall be subject to rejection for the lane and block from which the specimen was taken as determined by the Engineer." IV. Concrete - sidewalks, curb and gutter, valley pans: a. All tests shall be performed by a technician with a minimum of an ACI Grade I certification. b. Concrete seal shall be used on all new concrete. c. Air Content, Slump, Unit Weight, and Temperature are required on every truck of structural concrete delivered to the project. d. 4 -inch or 6 -inch concrete compressive strength cylinders shall be cast a minimum of once per day (when concrete is placed) or every 50 cubic yards placed. e. Cylinder sets shall include: i One 7 -day cylinder ii Two 28 -day cylinders iii One hold cylinder (for break error or low break) 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 11 Click to Return to Index ,N .� 0 1.4.3 Chapter 1- Construction Within City Right -of -Way o u 1.4.3 Video Inspection A. A video inspection shall be provided by the contractor for sewer mains. B. The contractor shall flush the main with dyed water immediately prior to inspection. C. Manholes and laterals, shall be included in the video inspection. Inspection results shall be provided to the City in an electronic format capable of being viewed, copied, saved and downloaded to standard Microsoft applications. D. Upon review of the video inspection by the authorized City representative, any deficiencies found shall be corrected by the contractor prior to final acceptance. E. The CK reserves the right to inspect all underground utility systems by the use of a television camera prior to final acceptance. F. The cost of all video inspections by city staff will be billed to the contractor. G. The video shall include the distance traveled so that laterals and items of concern can be accurately located. H. The camera shall be equipped with a turret in order to inspect all services from a facing view of the camera. I. The crawler shall be equipped with means of measuring ponded water in bellies that may be in the pipe to meet the minimum requirements of MPWSS. 1.5. BOULEVARD LANDSCAPING 1.5.1 Requirements A. The Contractor shall place a minimum of 4 inches of topsoil within the boulevard. The finished surface of the topsoil shall provide adequate drainage from the top of the sidewalk to the top of the curb. B. Topsoil shall be fertile, natural loam surface soil, free of clay, weeds, roots or stones larger than one inch in any dimension. C. Boulevard landscaping shall be placed in accordance with the CK Municipal Code1 and a plan approved by the CK Parks and Recreation Department (758-7718). 1.6. RECORD DRAWINGS AND PROJECT ACCEPTANCE 1.6.1 Certification A. Upon project completion and before final acceptance, a Professional Engineer shall certify to the City that the construction of the water, sewer and storm utilities and roadways meet the requirements of the approved construction documents. 1 http://qcode.us/codes/kalispell/view.php?topic=24-9&frames=on 12 Click to Return to Index Chapter 1- Construction Within City Right -of -Way 1.6.3C 1.6.2 Record Files A. The Engineer shall submit one full-size set of record drawings (PDF and DWG digital format) and one set of the test results to the PWD as required under Section 1.4. B. Reimbursable Record Drawing Deposit: I. Prior to issuing approval, the Developer shall submit a reimbursable deposit to CK PWD in an applicable amount as follows: a. $5,000 for projects with no public utility mains (water, sewer, and/or storm). b. $10,000 for projects with less than 1,000 linear feet of utility mains (water, sewer, and/or storm). c. $15,000 for projects with more than 1,000 linear feet of utility mains + $5,000 for every additional 2,000 linear feet of main. II. Reimbursement: a. If acceptable record drawings are received within 60 days of final plat or certificate of occupancy, the full deposit will be reimbursed. b. If acceptable record drawings are received more than 60 days after final plat or C of 0, but less than 90 days, 50% of the deposit will be reimbursed. c. If more than 90 days lapse following final plat or C of 0 without receipt of acceptable record drawings, the deposit will be considered forfeit, and the City will use the funds of the deposit to complete record drawings or cause the drawings to be completed. 1.6.3 Acceptance A. The City will not accept the project until record drawings and all required test results have been approved by the City Engineer. B. The Project Engineer shall provide quantities and unit costs of all City -owned infrastructure. C. The owner shall submit a letter requesting ownership transfer of the newly constructed public infrastructure to the City (See Appendix I - Example Ownership Transfer Letter). 13 Click to Return to Index ,N .� 0 1.7 Chapter 1- Construction Within City Right -of -Way 1.7. TWO-YEAR WARRANTY INSPECTION 1.7.1 Requirements A. The Project Engineer, or his designated representative, shall conduct a two- year warranty inspection, to be attended by a representative from the PWD. B. The inspection shall take place not less than 90 days or more than 120 days prior to the expiration date of the Maintenance Bond. C. The maintenance bond will be released when all deficiencies have been corrected to the satisfaction of the City Engineer. 1.7.2 Warranty Work A. The City Engineer, the Project Engineer, or the designated representative, shall notify the Principal as listed in the Maintenance Bond of any work found to be not in accordance with the approved construction documents. B. The Principal shall restore the work to meet the requirements of the approved construction documents prior to the release of the Maintenance Bond. C. The City expressly reserves the right to draft the Maintenance bond for repairs not completed by the Owner, Developer, or Contractor within thirty calendar days of being advised that repairs are required. 14 Click to Return to Index Chapter 2- Design Criteria 2.1.1D.III.a Chapter 2 Design Criteria 2.1. PLANS 2.1.1 General Items A. Coordinate System: I. Montana State Plane - International Foot B. Datum I. North American Vertical Datum 1988 (NAVD 88) C. Contours I. Urban Areas a. 5 -foot major contour interval (max) b. 1 -foot minor contour interval (max) c. The CK reserves the right to request smaller or larger contour intervals for clarity if necessary. II. Unimproved Areas a. 10 -foot major contour interval (max) b. 2 -foot minor contour interval (max) c. The CK reserves the right to request smaller or larger contour intervals for clarity if necessary. III. Existing contours shall use a dashed line -style. IV. Proposed contours shall use a continuous line -style. V. Major contour lines shall be thicker than minor contours. D. Alignment Data I. Coordinate data shall be provided for: a. Beginning of alignment b. Alignment changes in direction c. End of alignment II. Provide the following curve data: a. Length of curve b. Curve Radius c. Chord length d. Chord bearing III. Bearings and distances: a. Provide between points on alignments 15 Click to Return to Index 2.1.2 Chapter 2- Design Criteria c n3 Q U 2.1.2 Title Sheet(s) (Shall not exceed 3 Sheets): A. Project Title B. Vicinity Map I. Project Limits II. Adjacent Street Names III. North Arrow IV. Scale Bar C. Firm or Engineer Information I. Name II. Address III. Telephone Number D. MT Professional Engineer Stamp E. Point and Line Style Legend F. Public Land Survey System Information I. Township II. Range III. Section(s) a. If contained within a single section, provide the 1/2, 1/4, or 1/41/4 information as applicable (e.g., SW 1/4 NE 1/4). G. Table of Contents 2.1.3 Plan Sheets A. Project Title B. Sheet Title C. Sheet Number D. MT Professional Engineer Stamp E. Revision Data (See Section 3.1.1C.II) F. North Arrow (True North) G. Scale Bar I. Set to Standard Engineering Scales 2.1.4 Plan and Profile Sheets A. Shall be provided for all proposed water main, sanitary sewer main, storm main, and streets. B. Include all items in Section 2.1.3 above. 16 Click to Return to Index Chapter 2- Design Criteria 2.1.4C.IX.c.iB) C. In profile show: I. Vertical scale II. Proposed ground a. Continuous line -style III. Existing ground a. Dashed line -style IV. Crossings of other utilities and separations from them. V. Parallel utilities shall be shown in greyed line -style. VI. Pipe a. Length b. Slope (if gravity) c. Material type VII. Bury depth VIII. Groundwater depths (if identified) a. Include date of recording. IX. Structures and Appurtenances a. For Water: i Valves, fittings, services, fire hydrants, encasement, etc. A) Label size and type. B) Provide station and offset or coordinates. b. For Sanitary Gravity Sewer: i Manholes, services, and other structures A) Label invert elevations. B) Label rim elevations. C) Provide station and offset or coordinates. c. For Sanitary Force Mains: i Valves, fittings, air/vacuum valves, and other structures A) Label size and type. B) Provide station and offset or coordinates. 17 Click to Return to Index 2.1.4C.IX.d Chapter 2- Design Criteria d. For Storm Sewer: i Manholes, catch basins, and other structures: A) Label invert elevations. B) Label rim and grate elevations. C) Provide station and offset or coordinates ii Hydraulic Grade Lines (HGL) X. Streets, roads, and pathways: a. Grades b. Vertical curve data i VPI Station and elevation ii Length iii Radius iv k -value XI. Stormwater conveyance system: a. Show all pipes, culverts, ditches, and connections. b. Include all sizes, material types, lengths, slopes, and invert elevations. 2.1.5 Detail Sheets A. Provide applicable CK Standard Details I. Highlight any additions, deletions, or modifications to CK Standard Details. B. Include the following: I. Project Title II. Sheet Title III. Sheet Number IV. Scale V. MT Professional Engineer Stamp VI. Revision Data (See Section 3.1.1C.II) 2.1.6 Road and Drainage Plans I. Include all items in Section 2.1.3 above. II. Include the following: 18 Click to Return to Index Chapter 2- Design Criteria 2.1.7G a. b. c. d. e. f. Existing and proposed contours Crest and sump point elevations Flow arrows Record drawing information Construction details or standard detail for all structures Drainage Easements i If existing, provide recording number g. Where swales, ditches, or channels interfere with driveway locations: i Driveway locations shall be fixed and shown on the plans. h. Existing and proposed lot grading plans 2.1.7 Drainage Facilities and Swales A. Include all items in Section 2.1.3 above. B. Provide a cross-section of each pond or swale, including the following: I. Bottom elevation II. Structure elevations III. Maximum water surface elevation IV. Inlet and outlet elevations V. Berm elevations and slopes C. Landscaping and vegetation requirements D. Compaction requirements E. Keyway locations and dimensions F. Coordinates and elevations of pond corners, swale/ditch angle points, inlet/outlet pipes, and all drainage structures. G. Material gradation, thickness, and dimensions of riprap pads 19 Click to Return to Index 2.1.8 Chapter 2- Design Criteria 2.1.8 Basin Maps A. Required as part of the Drainage Submittal B. Provide Pre -development and Post -development C. Minimum elements: I. Vicinity map, project boundaries, PLSS information II. Basin limits: a. Include on-site, off-site, and bypass areas contributing runoff to or from the project. b. Engineer shall field -verify basin limits, including off-site areas, and describe how the limits were determined. c. Shall be clearly labeled and correlate with calculations. III. Time of concentration routes with each segment clearly labeled and correlated with calculations. IV. Contours: a. Shall extend beyond the project or drainage basin as necessary to confirm basin limits. b. Refer to Section 2.1.1C V. Any drainage way, including natural drainage ways, constructed drainage features, wetlands, creeks, streams, seasonal drainage ways, closed depressions, ditches, culverts, storm drain systems, and drywells. VI. Floodplain limits as defined by FEMA or other studies. VII. Geologically hazardous areas VIII. Proposed drainage features IX. North arrow and scale X. Existing and proposed easements, parcel land, open space, and parkland XI. Adjacent streets 20 Click to Return to Index Chapter 3- Project Submittals 3.1.1C.II Chapter 3 Project Submittals 3.1. PROCESS 3.1.1 Submittals A. Civil Plans: I. Shall be provided in PDF format. II. If part of a larger plan set (such as a commercial project including building, mechanical, electrical, etc.), submit with other plans as a single combined set. III. The Professional Engineer(s) responsible for the civil design portions of the project shall stamp the project cover sheet, or each individual sheet of the civil design. IV. Include the general checklist as well as other applicable checklists. a. Checklists are available here' (call 758-7720 for additional info.). B. Reports and Specifications: I. Shall be provided in PDF format. II. Submit separate documents in the following order (as applicable): a. Project Manual or Applicable Specifications b. Water Design Report c. Sanitary Sewer Design Report d. Storm Drainage Design Report e. Traffic Impact Study III. The Professional Engineer(s) responsible for the individual sections specified above shall stamp the front cover of each separate document. C. Water and sanitary sewer system designs shall be submitted for concurrent review to MDEQ. I. If applicable, the Professional Engineer shall provide the well certification per Section 38.2 of DEQ Circular 2. The Certification will also require a deviation to be submitted to MDEQ. II. Once MDEQ approval is received, provide a copy of the approval letter to the City of Kalispell. 1 http://kalispell.com/255/Supplemental-Engineering-Drawings-Docume 21 Click to Return to Index 3.1.2 Chapter 3- Project Submittals 3.1.2 Resubmittals A. Civil Plans I. Individual sheets may be provided. II. All changes shall include revision bubbles. III. Revision notes shall be provided on the sheet including: a. Revision number b. Revision date c. Any applicable notes 3.1.3 Delivery A. Provide digital files to the front desk of the CK Building Department. B. Large files may require utilization of the State of Montana File Transfer Servicer. C. Call 406-758-7730 for more information. 3.1.4 Fees A. Initial plan review fees shall be as follows: B. Single Lot Commercial - $1,000 C. Multi- Lot Commercial - $2,000 D. Residential Subdivision (2 - 5 lots) - $1,000 E. Residential Subdivision (more than 5 lots) - $2,000 F. An additional review fee of 50% of the initial plan review fee is required for each successive plan review. G. Fees will be tabulated and paid for at the time of issuance of a building permit, or if a building permit is not required, after the submittal items have been reviewed and are ready for approval. 3.1.5 Construction Drawings A. Prior to issuing approval, a full set of final Civil construction drawings shall be provided to CK PWD in PDF and DWG formats. B. DWG files shall include linework for all infrastructure requiring engineering approval and be in accordance with Section 2.1.1A & 2.1.1B. 1 https://transfer.mt.gov/ 22 Click to Return to Index Chapter 3- Project Submittals 3.2.5B 3.2. RESPONSIBILITIES 3.2.1 Professional Engineer A. Meet the minimum design standards as specified or referenced herein during design. B. Verify compliance with the minimum construction standards as specified or referenced herein during construction. 3.2.2 Contractor A. Shall not start construction until final plans have been approved by the CK PWD. B. Meet the minimum construction standards as specified or referenced herein, or as otherwise required by approved plans. 3.2.3 City Engineering Staff A. Review the design and construction to verify compliance with current Standards. 3.2.4 Developer A. Employ a Professional Engineer to design the project or development in accordance with the minimum design standards as specified or referenced herein. B. Employ a contractor to meet the minimum construction standards as specified or referenced herein. C. Employ a Professional Engineer to verify compliance with minimum construction standards throughout construction of all proposed CK infrastructure within the development. Submit an agreement prior to approval in accordance with Appendix J. 3.2.5 All Parties A. If at any point of design or construction, an unapproved deviation from the Standards is realized by the Engineer, Contractor, the CK, or the Developer, immediate action shall be taken to correct the issue and bring the design or construction into compliance with the standards currently in effect at no cost to the CK. B. Any changes from approved drawings shall be reviewed and approved in writing by the CK PWD engineering staff, prior to construction. 23 Click to Return to Index o CV CU o E _o 3.3 Chapter 3- Project Submittals 3.3. DESIGN OR CONSTRUCTION DEVIATION 3.3.1 Requirements: A. Will only be granted when minimum standards cannot be met or when the proposed item meets or exceeds minimum standards as determined by the City Engineer. Deviations will not be considered on basis of cost, "engineering judgement", or "professional opinion". B. Requests shall be made in writing and shall: I. Identify the specific section of the standards requiring a deviation. II. State the standard as currently adopted. III. State the standard as proposed for the deviation. IV. Provide adequate justification for the deviation. V. Include a Professional Engineer stamp. C. Requests shall be approved by the CK PWD Engineering staff in writing. D. Deviations from the Standards not individually approved as indicated above are not approved, even if shown in approved plans, specifications, or reports. 3.4. MUNICIPAL FACILITIES EXCLUSION (MFE) 3.4.1 Process: A. A MFE is required by DEQ prior to construction. B. The City's MFE approval and all capacity allocations shall expire with the expiration of DEQ's original design approval for construction. 24 Click to Return to Index Chapter 4- Development 4.1.2E Chapter 4 Development 4.1. REQUIREMENTS 4.1.1 General A. All subdivisions and developments shall comply with the CK Subdivision Regulations) and these Standards. B. Roadways and utilities shall be constructed from the existing facilities to the far property line of the development or such other point within the development that may be specified by the City Engineer. I. Extension of water mains beyond the property line may be required as determined by the City Engineer for looping and redundancy. II. All utilities shall be within a public right-of-way or easement to permit free and unobstructed access. C. Obtain and provide the City with all easements and right-of-ways necessary to extend roadways and utilities to the far property line of the development. I. Obtain written approval from the Kalispell PWD stating they have reviewed and approved the location of easements for the future extension of roadways and utilities which shall be submitted with the final plat along with an 11 x 17 legible copy of the approved final plat showing the utility and/or easement locations. D. There shall be reserved along the front lot line and side street lot line of each residential and commercial lot a 10 -foot -wide utility easement along, contiguous and adjacent to the lot line to provide an area between the lot line and the easement line for the placement of privately owned underground utilities. 4.1.2 Utilities A. All new utilities shall be placed underground. B. City utility collection and distribution mains shall be located within the paved portion of the street or alley. C. Water transmission mains, sewer interceptor mains, and sewer force mains shall be located as approved by the City Engineer. D. Underground private utilities shall be located on private property between the lot line and the easement line. E. No underground utilities, except service sweeps to the streetlights shall be placed parallel to the roadway in the boulevard between the back of curb and sidewalk or within a sidewalk itself. 1 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 25 Click to Return to Index leve omen 4.1.2F Chapter 4- Development lieve o. men 1 F. No aboveground utility boxes, pedestals, vaults, or transformers shall be placed within any easement, proposed roadway, or access way to any City facility. G. Streetlights shall be at least 2 feet from the back of curb. All above ground utilities shall be at least 1 foot from the sidewalk 4.1.3 Utility Easements: A. All public utility easements shall be a minimum of 15 feet wide for a single pipeline, with the pipe centerline 5 feet from one easement edge. B. For easements with two pipelines, the minimum width shall be 20 feet with each pipe centerline 5 feet from the easement edge. 26 Click to Return to Index Chapter 5- Water System 5.1.2A.III Chapter 5 Water System 5.1. DESIGN STANDARDS 5.1.1 Design Report A. A design report prepared by a professional engineer licensed in the State of Montana which addresses fire and domestic flow requirements shall be submitted to and approved by the CK. B. The design and design report shall meet the minimum requirements of MDEQ Circular 1.1. C. The report shall include flow test results or modeled flow results, as approved by the CK, which show the static pressure and available flow from the hydrant at 20 -psi residual pressure. I. The CK will perform the required hydrant flow testing or provide the modeled flow data to the Design Engineer at no cost, if so requested. II. The Design Engineer shall be limited to a single hydrant flow test per development per year, unless otherwise approved by the CK. D. An overall plan of the development, including all areas outside of the study area which would naturally be served through the study area shall be provided. E. The Design Engineer shall calculate and provide the average day demand, the max day demand, and the required fire flow. I. Refer to the current Water Facility Plan for design data, including: a. b. c. d. Average Day Demand Peaking Factor Max Day Demand Peak Hour Demand II. Provide demand calculations in units of gpd and ERUs III. Provide velocity calculations in units of fps 5.1.2 Water Pipe A. Size I. Minimum main size shall be 8 -inch. II. Fire hydrant leads shall be 6 -inch. III. The Design Engineer shall refer to the current Water System Facility Plan to determine if oversized mains are required for the development. 1 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-1.pdf 27 Click to Return to Index E v VI T S- CD CD g 5.1.2A.IV Chapter 5- Water System E CU 4; VI T N S- CD 4-,g IV. Capacity shall meet the max day plus fire flow and peak hour demand. a. Required fire flow shall be determined by the CK Fire Department. V. Velocity shall not exceed 15 feet per second through a public main line. VI. C value for flow calculations shall be 130. B. Location I. Mains shall be extended to far property line or such other point within the development that may be specified by the City Engineer. Subdivisions and corner lot developments may be required to extend mains to property lines in multiple directions. II. Mains shall be under the paved section of the roadway. III. Transmission mains shall be located as approved by the City Engineer. IV. Fire hydrant leads shall not exceed 50 feet in length. V. Mains shall be buried a minimum of 6 -foot and maximum of 8 -foot. a. Mains with more than 7 feet of bury require extensions at valves with centering donuts. C. Deflections I. Deflections at pipe joints shall not exceed 50% of manufacturers' recommendations. II. Bending of pipe shall not be allowed. 5.1.3 Valves A. Size and Type I. 12 -inch diameter and smaller shall be gate valves. II. Larger than 12 -inch diameter shall be butterfly valves. B. Location I. Shall be installed at each leg of every tee and cross, and at each intersection crossing. II. Maximum spacing shall not exceed 500 feet unless otherwise approved by the City Engineer. III. Shall not be located underneath curb and gutters, sidewalks, boulevards, travel route of a multiple use path, or within the wheel path of a vehicular travel lane. 5.1.4 Fire Hydrants A. Location I. Placement is subject to the approval of the Fire Chief II. Spacing shall not exceed 500 feet in residential areas III. Spacing shall not exceed 300 feet in commercial areas 28 Click to Return to Index Chapter 5- Water System 5.1.5C.II 5.1.5 IV. Spacing shall not exceed 200 feet in industrial areas V. Provide a 2 -foot separation from the face of the barrel to the back of curb and from the edge of sidewalk. VI. Provide bollards for hydrants unprotected by curb. Water Services A. General I. Structures containing two or more residences under separate ownership shall have separate service lines from the main, service valves, and meters for each residence. II. Structures containing two or more residences, offices, or businesses that are rental units under common ownership shall have one service line, valve, and meter for all occupants within a single structure. III. When a lot or parcel is developed to a permitted use, all duplicate, excess, and/or unused water services and fire services, including stub -outs, shall be abandoned at the main. IV. Aggregation of parcels will trigger abandonment of unused water and fire services at the main. V. New or reconstructed services shall meet current Standards, including location of curb stops and meter pits. VI. Water services shall not be tapped on a fire service line or fire hydrant main. B. Location I. Services shall connect to and extend from the main perpendicularly. II. Services shall connect to the main on the front door side of the structure if multiple mains are available. III. All curb stops located in concrete shall have a valve riser around the top of the curb stop. IV. Only 1 curb stop is allowed within the right-of-way per service tap. C. Size I. The water service tap, corporation stop, service line, and curb stop shall all be the same nominal size for all services larger than 2 -inch. II. Existing stub -outs 2 -inch or smaller may be downsized one CK standard nominal size prior to the meter pit or vault. 29 Click to Return to Index 5.1.5C.II.a Chapter 5- Water System a. A 2 -inch service may be reduced to a 1.5 -inch service. b. A 1.5 -inch service may be reduced to a 1 -inch service. c. A 1 -inch service may be reduced to a 3/4 -inch service. d. Reductions in service size outside the reductions listed above shall be submitted via deviation request for individual review and approval. The design engineer shall provide hydraulic data indicating maximum achievable flow rates at the meter are within the manufacturer's recommendations. Reductions of any size in high pressure areas may require submittal of hydraulic data for max achievable flow rate at the discretion of the City Engineer. i Max achievable flow rate shall be calculated using the most current version of AWWA M-22 or other method approved by the City Engineer. D. Irrigation I. Irrigation services shall provide appropriate backflow prevention. a. Pressure Vacuum Breakers shall be installed 12 inches above the highest sprinkler head on the system. b. Reduced Pressure Zone Assemblies shall be installed 12 inches above the ground. II. Submit irrigation backflow prevention design to CK PWD for review and approval prior to construction. 5.2. CONSTRUCTION STANDARDS 5.2.1 General A. Water systems shall be constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSS1 as modified by the CK Special Provision2 for Water Distribution and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 5.2.2 Offsets A. Water mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 14. 1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/481/Special-Provision-02660-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 4 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-1.pdf 30 Click to Return to Index Chapter 5- Water System 5.2.7A B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 foot vertically from water mains and services. 5.2.3 Water Pipe A. PVC - DR18 pipe conforming to AWWA C-900 Standards. B. Ductile Iron - Shall meet current MPWSS material and construction requirements. I. Only used as approved by the City Engineer. II. Joints shall be push -on. III. Use nitrile gaskets for areas with hydrocarbon contamination. C. DR 11 HDPE shall only be used in directional drill applications I. Directionally drilled HDPE shall incorporate engineered expansion and contraction restraints, approved by CK PWD. II. Pipe shall be oversized to meet or exceed the inside diameter of connecting pipes. 5.2.4 Valves A. Gate Valves shall be Mueller Resilient Wedge Gate Valves, or an approved equal, conforming to AWWA C-509 Standards. I. Tapping valves shall be MJ x FL for connection to the tapping sleeve. II. All other valves shall be MJ x MJ. B. Butterfly Valves shall be Class 250B MJ x MJ Mueller Lineseal Butterfly Valves, or an equal approved by the PWD, conforming to AWWA C-504 Standards. 5.2.5 Valve Boxes A. Shall be cast iron, slip type adjustment I. Tyler 6855, or 7126 series; II. Star VB -0007; or III. Equal as approved by the CK PWD. B. Extensions with a centering donut shall be provided and installed for valves on mains with more than 7 -foot of bury. 5.2.6 Fire Hydrants A. Shall be Red Mueller Super Centurion Fire Hydrants with 5 -inch Storz adapter and cap conforming to AWWA C-502 Standards. B. Shall be covered until placed in service. 5.2.7 Service Saddles A. Shall be BR2 series Mueller Brass, or equal approved by the PWD. 31 Click to Return to Index 5.2.8 Chapter 5- Water System E CU 4-, T N L a, 4-,g 5.2.8 Corporation Stop and Curb Stop Valves A. Shall be Mueller 300 series ball valves, or equal approved by the PWD. 5.2.9 Service Fittings A. Shall be Mueller Insta-Tite or 110 Series compression fittings, or an equal approved by the PWD. B. If larger than 1 -inch and smaller than 4 -inch, stainless steel inserts shall be used if recommended by manufacturer. 5.2.10 Curb Boxes A. Shall be Mueller H-10306, AY McDonald Box 5604, or Ford EA2-65-50 (3/4 or 1 -inch service) with and pentagon brass plug . B. Shall be Mueller H-10310 (1 1/4 - 2 -inch service). C. Cast iron extension type with arch pattern base. D. Minimum length 6 1/2 feet. E. Properly sized Mueller, AY McDonald, or Ford stationary rod. F. Or equal as approved by the PWD. 5.2.11 Service Pipe A. Shall be polyethylene pipe conforming to AWWA C-901 (up to 3 -inch diameter). B. Shall be DR -18 PVC pipe conforming to AWWA C-900 (greater than 3 -inch diameter). 5.2.12 Meter Pits / Vaults A. For new or reconstructed services up to 1 -inch in nominal size: I. Mueller Thermo -coil meter pits with side -locking composite lids and insulation pads (Part No. ###CS##72FS#SN). II. Ford Coil Pitsetter (PFCBHH-###-##-72-FP-NL) meter pits with plastic bottom plate, insulation pads, and side -locking composite lids. III. Or approved equal. B. Mueller EZ Vault or approved equal with side -locking composite lids and insulation pads shall be used for new 1.5 -inch and 2 -inch (Part No. ###VS##72FB#N). Meters shall be within 18 inches of the surface. C. Meters larger than 2 -inch will require a custom meter pit sized appropriately to accommodate the isolation valves, meter(s), and pertinent backflow prevention device(s). Proposed meter pit design shall include steps and shall be submitted to PW for review and approval prior to construction. D. Maintenance bypass lines or other branches shall not be installed before the meter. E. Backflow preventers shall be placed downstream of meters. 32 Click to Return to Index Chapter 5- Water System 5.2.18F 5.2.13 Tapping Sleeves A. Shall be Romac SST III or an equal approved by the PWD for service lines or main extensions larger than 4 -inch. B. Bolts for flange connection on tapping sleeves shall be Stainless Steel 5.2.14 Ductile Iron Fittings A. Shall be MJ. B. Shall meet AWWA C-153 and be Class 350. C. Provide thrust blocks in accordance with the MPWSS. D. Bolts for ductile Iron Fittings shall be Core Blue 5.2.15 Mechanical Joint Restraints A. Shall be Megalug or approved equal. B. Bolts for mechanical Joint Restraints shall be Core Blue 5.2.16 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4 -inch and meeting the migration requirements of the same standard (Section X.1.8). 5.2.17 Warning Tape A. Shall be a minimum of 5 mils thick. B. Shall be 3 inches wide. C. Shall conform to APWA colors. D. Shall be buried 12 to 24 inches below the final grade. 5.2.18 Toner Wire A. Shall be 12 -gauge HDPE or HMWPE insulated solid core. B. Shall be approved for direct bury. C. Shall be taped every 5 feet to the top of the water main. D. Shall be spliced with moisture displacement connectors. E. Shall be made accessible in accordance with CK detail W.3. F. Toner wire used in boring or directional drilling applications shall be 8 gauge hard drawn, high -carbon 1055 grade steel core, extra high-strength copper clad conductor (EHS-CCS), and insulated with a 45 mil, high-density polyethylene (HDPE). The wire shall have a conductivity rating greater than 21 percent and a break load of greater than 2,500 pounds. 33 Click to Return to Index E v 4-, VI T N L CU g 5.2.19 Chapter 5- Water System E CU T N v 4-,g 5.2.19 Marker Posts A. Shall be used when a main is located outside a paved surface. B. Shall be APWA compliant Rhino TriViewTM1 or approved equal. C. Shall be installed at a maximum spacing of 150 feet. D. Shall be installed at every valve or valve cluster and every change in direction. 5.2.20 Casing A. Minimum casing pipe thickness shall be Y2 inch. B. Carrier pipe: I. DR 18 C-900 PVC with joint restraining casing spacers, or II. DR 18 C-900 PVC with internal joint restraints. III. Certa-Lok or other spline and groove pipe systems are not approved. C. Casing Spacers: I. CCS -JR (joint -restraining) and CCS by Cascade Waterworks II. SSI by Advanced Products and Systems III. Equal as approved by CK DPW. D. End Seals: I. CCES by Cascade Waterworks II. AC by Advanced Products and Systems III. Equal as approved by CK DPW. 5.2.21 Sanitary Connections A. Defined as a section of new main connecting back to an existing main which cannot be pressure tested or bacteriologically tested. B. There shall be no fittings within 10 feet of the connection to existing. C. Restraining couplings shall not be used at connections to existing cast iron pipe. D. The length of sanitary connections shall be limited as much as possible in length and shall be submitted to CK PWD for review and approval prior to construction. 5.2.22 Couplings A. Romac Macro series or equal as approved by CK PWD. B. Restrained couplings shall not be used when connecting to cast iron pipe. 1 https://www.rhinomarkers.com/product/triview/ 34 Click to Return to Index hapter 6- Sanitary Sewer System 6.1.1F.XII Chapter 6 Sanitary Sewer System 6.1. DESIGN STANDARDS 6.1.1 Design Report A. A design report prepared by a PE licensed in the State of Montana which addresses sewer flows at full build -out of the development shall be submitted to and approved by the CK. An overall plan of the development, including all areas outside of the study area which would naturally be served through the study area shall be included. B. The design and design report shall meet the minimum requirements of MDEQ Circular 21. C. Average daily flows, peak hour flow criteria, wastewater flow rates by zoning areas, peaking factors, and other applicable design criteria shall be used as defined in the current Sanitary Sewer Facility Plan. D. List all improvements or proposed additions to the sanitary sewer system. E. Assess the ability of the existing collection system to handle the peak design flow from the project and the impact to the Wastewater Treatment Plant. F. For existing or proposed lift stations, provide the following: I. A description of the existing and/or proposed wet well, pumping system, and force main. II. The capacity of the existing and/or proposed pumps and potential for upgrading. III. A map showing the existing and/or proposed lift station service area. IV. A list of the existing users and their average design flows. V. The existing and/or proposed peak design flow and reserve capacity. VI. The pump run and cycle times for the existing and/or proposed average and peak design flows. VII.The hydraulic capacity of the existing and/or proposed force main(s); VIII. A list of the proposed users and their average design flows. IX. The proposed average and peak design flows to the lift station. X. The reserve capacity of the lift station with the proposed project at full capacity. XI. The pump run and cycle times for the proposed average and peak design flows. XII. Recommendations for improvements to an existing lift station, if necessary, to enable the lift station to serve the proposed project. 1 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 35 Click to Return to Index ►anitar ewe Chapter 6- Sanitary Sewer System ►anitar ewe 6.1.2 Sulfide Generation Analysis A. The City Engineer may require a sulfide generation analysis. B. Non -corrosive linings and special lift station design are required when dissolved sulfide is likely to exceed 0.2 mg/1. 6.1.3 Usage Restriction A. Usage shall be in accordance with CK Ordinance 8541 or its subsequent amending or replacement ordinance(s). B. Adhere to the Pretreatment and Surcharge ordinance (Ordinance 10022) or its subsequent amending or replacement ordinance(s). 6.1.4 Gravity Mains A. Design capacities of sewer mains shall be based on Table 1 as shown below. The effects of the proposed development's sewer loading on downstream sewer lines shall be analyzed. B. The minimum diameter shall be 8 inches. C. Upsizing of mains will not be approved for utilization of minimum slopes to meet elevation restraints. D. Sewer mains only serving a single property shall be considered private and shall be privately owned and maintained. In such cases, the design will be required to be reviewed outside of the typical MDEQ MFE process. Table 1 - Sewer Flow Deaths Diameter of Sewer Main (inches) Depth of Flow / Diameter (%) <_ 10 70 >10-15 73 > 15 - 21 75 > 21-27 77 > 27 80 E. Velocity: I. Minimum velocity of 2.5 fps II. Maximum velocity of 15 fps 6.1.5 Manholes A. Shall be provided at terminations, changes in pipe diameter, and changes in direction. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=39576&dbid=0&repo=Kalispell 2 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15130&searchid=49ae0ea5-6a50-4b79-b230- 1f7aa15e0f95&dbid=0 36 Click to Return to Index :anitar ew- Chapter 6- Sanitary Sewer System 6.1.7B.I B. Shall have a minimum diameter of 4 feet and follow the National Precast Concrete Association Manhole Sizing Recommendations1. C. Inverts: I. The invert of the outlet pipe shall be a minimum of 0.1 feet lower than the invert of the lowest inlet pipe for changes in direction less than 45°. II. The invert of the outlet pipe shall be a minimum of 0.2 feet lower than the invert of the lowest inlet pipe for changes in direction greater than 45°. III. Changes in direction greater than 90° within a single structure are prohibited. D. When pipe diameters change at the manhole, the design capacity flow depth of the smaller inlet pipe(s) shall be at the same elevation as the design capacity flow depth of the larger outlet pipe. See Table 1 for design capacity flow depths. E. Flow channels: I. Required on all sanitary manholes. II. Shall provide smooth transitions between inlet and outlet pipe inverts. III. Shall be as deep as the design capacity depth as shown in Table 1 before the start of the sloped shelf within the manhole. F. Shall be designed to counteract buoyant forces in areas with groundwater. 6.1.6 Location A. Sanitary sewer gravity mains shall be horizontally located within the paved portion of the street or alley. B. Sanitary sewer force mains and interceptor mains shall be located as approved by the City Engineer. C. Bury depth of sanitary sewer shall be in accordance with MDEQ Circular 22. D. Sewer valves and manhole covers shall not be located in curb and gutters, sidewalks, boulevards, or within the wheel path of a vehicular travel lane. 6.1.7 Lift Stations A. Meet the design requirements of MDEQ Circular 2, with the following additional requirements. B. Wet well I. Sized to accommodate a maximum of 6 starts per hour. 1 https://precast.org/wp-content/uploads/2014/08/Precast-concrete-manhole-sizing-recommendations.pdf 2 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 37 Click to Return to Index ►anitar ewe Chapter 6- Sanitary Sewer System 6.1.8 Force Mains A. Design shall be as required per MDEQ Circular 2, except as specified below: I. Minimum velocity of 4 fps 6.1.9 Service Lines A. A minimum of 1 service per structure is required. B. Shall follow the CK Rules and Regulations Governing Sewer Service. C. Shall be constructed perpendicular to the main within city right-of-way or easement. 6.2. CONSTRUCTION STANDARDS 6.2.1 General A. Sewer systems shall be constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSS1, as modified by the CK Special Provision2 for Sanitary Sewer Collection System and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 6.2.2 Offsets A. Sewer mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 24. B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 foot vertically from sewer mains and services. 6.2.3 Gravity Sewer Pipe A. Shall be SDR 35 PVC with gasketed joints and fittings. B. Connections to existing mains shall be made with PVC gasketed coupling or stainless steel sleeved flexible coupling. C. Shall not be directionally drilled. 6.2.4 Force Mains A. Shall be either DR11 HDPE or DR18 C900 PVC. I. Directionally drilled HDPE shall incorporate engineered expansion and contraction restraints, approved by CK PWD. 1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/483/Special-Provision-02730-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 4 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 38 Click to Return to Index 6.2.7D Chapter 6- Sanitary Sewer System B. Service taps shall not be allowed on CK force mains. C. Private force mains shall be connected to the sewer collection system at a manhole as shown in Detail SA.8. D. Toner Wire shall meet the same requirements as for water main, except: I. Force mains burst through existing mains or installed without continuous trench access shall be installed with 1/4 -inch steel toner cable. 6.2.5 Service Lines A. Materials I. Gravity sewer services shall be SDR 35 PVC within CK right-of-way. B. Taps I. Shall only be made at the main: a. With an appropriately sized PVC wye for new construction; or b. With an appropriately sized and installed Inserta Tee®' for connections to existing mains. C. Low-pressure services shall connect to a standard gravity service line at the right-of-way. D. The terminal end of sanitary sewer services at undeveloped lots shall be marked with a steel T -Post buried to within 6" of the surface. E. Connections between new and existing services of differing materials shall be completed with stainless steel shielded flexible couplings, such as Fernco Shielded Couplings2, or equal as approved by CK PWD. 6.2.6 Detectable Warning Tape A. Shall be installed above all sanitary sewer gravity and force mains. B. Shall be a minimum of 5 mils thick. C. Shall be 3 inches wide. D. Shall conform to APWA colors. E. Shall be buried 12 to 24 inches below the final grade. 6.2.7 Marker Posts A. Shall be used when a gravity sewer main or sewer force main is located outside a paved surface. B. Shall be APWA compliant Rhino TriViewTM3 or approved equal. C. Shall be installed at a maximum spacing of 150 feet. D. Shall be installed at every manhole, valve, or change in direction. 1 https://www.insertatee.com/ 2 https://www.fernco.com/plumbing/shielded-couplings 3 https://www.rhinomarkers.com/product/triview/ 39 Click to Return to Index ►anitar ewe Chapter 6- Sanitary Sewer System 6.2.8 Manholes A. Shall be constructed in accordance with Standard Detail SA.3. B. Doghouse manholes are prohibited. C. Manhole Rings and Covers I. Shall be as shown in Standard Detail SA.9 or approved equal. Paint is optional. II. Watertight gasketed manhole covers shall be used in all locations where flooding may occur. D. Shall be constructed with one of the following chimney seals: I. Whirly Gigl Manhole Riser Collar System; II. Cretex External Chimney Seale; III. Cretex Internal Chimney Seal3; IV. WrapidSealTM4 Manhole Encapsulation System; V. Mr. Manholes; or VI. Equal product as approved by the CK PWD. E. Shall be constructed with one of the following joint seals: I. Infi-Shield Gator Wrap®6; II. Press -Seal EZ-WRAP7; III. Mar Mac® MacWrap8; IV. Riser-WrapTM9; V. Con -Seal CS -21210; or VI. Equal as approved by the CK PWD. 6.2.9 Lift Stations A. Manufacturer I. Gorman Rupp; or II. Equal as approved by CK PWD 1 http://wgig.us/ 2 http://www.cretexseals.com/product/classic-external-chimney-seal/ 3 http://www.cretexseals.com/product/classic-internal-chimney-seal/ 4 http://ccipipe.com/products/wrapidseal-manhole-encapsulation-system/ 5 https://mrmanhole.com/ 6 http://ssisealingsystems.com/gator-wrap.html 7 http://www.press-seal.com/product-detail/ez-wrap/ 8 haps://marmac.com/construction-products/catalog/macwrap-for-rcp-external-seals-for-reinforced-concrete/ 9 https://www.gptindustries.com/en/products/riser-wrap-water-infiltration-sealing-system 10 https://conseal.com/products/cs-212-polyolefm-backed-exterior-joint-wrap/ 40 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.9H.II1 a. Design Engineer shall provide all necessary information to justify the product as equal; b. Design Engineer shall submit a list of 3 lift stations of the type proposed which have been in operation at least 5 years; and c. The CK reserves the right to accept or reject the proposed lift station. B. Pump Type: I. Above ground, self -priming, suction lift; or II. Submersible or submersible grinder a. Only to be used if Type (I) above cannot be installed due to head and flow requirements. C. Redundancy I. Duplex systems a. Minimum requirement for all systems. II. Triplex systems a. May be required by the City Engineer for large lift stations or lift stations requiring specialty items. III. Each motor shall include a motor saver. D. Wet Well Access I. Halliday Products - H1R36481 with fall through protection for wet wells 6 foot in diameter or smaller. II. Larger diameter wet wells may require a larger hatch opening for maintenance purposes and shall be approved on a case-by-case basis. E. Mixing I. Provide Ixom AP 5002. F. Influent Pipe I. One full joint of Class 50, cement lined, ductile iron. II. Spigot end shall extend 6 -inches beyond interior of wet well wall. G. Access Road I. 12 -foot minimum width paved for access by sewer maintenance vehicles. II. Access approach from street per Standards. H. Bypass I. Shall have a dedicated valve. II. Shall connect downstream of the lift station check valves. III. Provide a 4 -inch cam -lock style connection with cap. 1 http://www.hallidayproducts.com/assets/ser-hlr-n-2.pdf 2 https://www.ixomwatercare.com/equipment/ap-series-air-powered-mixers/ap500 41 Click to Return to Index ►anitar ewe Chapter 6- Sanitary Sewer System ►anitar ewe I. Electrical I. Wiring a. Shall be water resistant inside the lift station and enclosure. II. Backup Power a. CAT1 or approved equal. b. Natural gas fueled. c. Noise emissions not to exceed 65 dbA at 20 feet from the power supply. d. Shall be installed on concrete pad per manufacturer recommendations e. Shall include an appropriately sized transfer switch, manufactured by the same manufacturer as the generator f. Shall include an O&M manual g. Manufacturer shall perform training at startup. III. Alarms a. Manufacturer: i Mission Communications b. Model i MyDro 8502 A) Include a Digital Expansion Board to add 8 digital inputs B) Include an Analog Expansion Board to add 4 analog inputs c. Alarm Conditions i High water ii Low water iii Seal failure iv Power interruption v High motor temp 1 https://www.cat.com/en US/products/new/power-systems/electric-power/gas-generator-sets.html#! 2 https://www.123mc.com/en/products/mydro-m150-m850/ 42 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.9J.II.f J. IV. Controls a. Each pump shall have: i Hour meter ii Suction pressure gauge tap and valve iii Discharge pressure gauge tap and valve b. Pump run alternator c. Amperage meter on each leg of the electrical wiring d. Lightning protection for the power supply e. Level control i Primary control - Pressure transducer ii Backup control - 3 -float mercury switch system A) Shall be installed and function if primary control is lost f. Transfer switch and control panels shall be placed on a steel frame and embedded in concrete a pad with a pitched roof covering the pad and controls. V. Lighting a. Yard lighting shall be provided and connected to the power supply b. Street lighting shall not be considered adequate to meet this requirement. Enclosures I. Foundation a. Monolithic concrete b. Minimum 4 inches thick c. Treated sole plate anchored to foundation II. Roof a. Gable style b. Trusses spaced at 24 -inch maximum c. Designed to meet local snow load requirements d. 4:12 slope e. 5/8 -inch OSB sheathing f. Lifetime warranty architectural shingles 43 Click to Return to Index :anitar ewe ►anitar ewe Chapter 6- Sanitary Sewer System III. Walls a. 8 -foot floor to ceiling height b. 6 -inch wall studs c. R-19 insulation d. Exterior i 1/2 -inch OSB sheathing ii Lap siding with 7 -inch reveal e. Interior i T1-11 siding, primed and painted; or ii 5/8" plywood, primed and painted white IV. Ceiling a. R-49 insulation b. 5/8 -inch Plywood or OSB V. Other a. 3068 steel door with deadbolt lock b. Heating and air circulation systems c. Ceiling mounted industrial lights in protective cages d. All other necessary materials for a finished building VI. Submittals by Design Engineer for CK PWD approval a. Structural plans b. Mechanical plans c. Electrical plans d. Heating and air circulation K. Fencing I. 6 -foot chain link security II. 3 -foot -wide personnel gate III. 12 -foot -wide gate with two 6 -foot leaves IV. Shall provide adequate room for access and facility maintenance V. 3 -foot minimum offset from all structures and appurtenances VI. Gate placement shall promote maintenance vehicle access for pump removal VII. Gate installations shall include duckbill style gate holdbacks 44 Click to Return to Index Chapter 6- Sanitary Sewer System L. Landscaping I. 4 -inches of clean 1 -inch minus gravel or other landscaping rock as approved by CK PWD for areas outside of public right-of-way. II. Areas inside public right-of-way shall meet the requirements of the CK Municipal Code 24-911. 6.2.10 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4 -inch and meeting the migration requirements of the same standard (Section X.1.8). 6.2.11 Casing A. Minimum casing pipe thickness shall be 1/2 inch. B. Carrier pipe: I. SDR 35 PVC with joint restraining casing spacers, or II. SDR 35 PVC with internal joint restraints. III. Certa-Lok or other spline and groove pipe systems are not approved. C. Casing Spacers: I. CCS -JR (joint -restraining) and CCS by Cascade Waterworks II. SSI by Advanced Products and Systems III. Equal as approved by CK DPW. D. End Seals: I. CCES by Cascade Waterworks II. AC by Advanced Products and Systems III. Equal as approved by CK DPW. 1 http://gcode.us/codes/kalispell/view.php?topic=24-9-24 91 45 Click to Return to Index :anitar ewe �"inZi hapter 7- Pretreatment Chapter 7 Pretreatment 7.1. DESIGN AND CONSTRUCTION STANDARDS 7.1.1 General A. Refer to the Fats, Oil, and Grease (FOG) Policy Requirements', Sand, Oil, and Grease (SOG) Policy Requirements2, and Pretreatment Requirements for RV Dump Stations3 for applicability, responsibilities, BMPs, Maintenance Logs, and other applicable information. B. Waterproofing of all pretreatment related concrete structures shall match CK Standard Detail SA.3. All joints between sections, adjusting rings, top sections and pipes shall be watertight. 7.1.2 All Grease Interceptors A. Food preparation sinks, dishwashing sinks, dishwashers, floor drains, floor sinks, mop sinks and any other fixtures producing grease laden waste shall discharge to the interceptor. B. Dishwashers shall be commercial grade, low temperature, chemical sanitizing models. Water entering the interceptor shall not exceed 150°F. C. Food waste processors or grinders, garbage disposers, enzymes, and drain maintenance chemicals are prohibited. D. Installation, operation, and maintenance shall be in accordance with manufacturer's specifications. E. Cleaning frequency shall be determined by the City's Industrial Pretreatment Coordinator. F. Floor sinks shall be equipped with stainless steel flanged floor sink strainers. G. Install in accordance with the manufacturer's specifications. 7.1.3 Interior Grease Interceptor A. Sizing shall comply with the City's most current adopted version of the Uniform Plumbing Code and utilize the fixture capacity formula with a minimum size of 20 gpm. B. Shall comply with Typical Detail PT.2. C. All new grease installations shall be Schier Great Basin Series. D. Locate in an area which permits easy access for cleaning and inspection. 1 https://www.kalispell.com/DocumentCenterNiew/4951/FOG-Policy-Requirements-and-BMPs-PDF 2 https://www.kalispell.com/DocumentCenterNiew/4952/SOG-Policy-Requirements-and-BMPs-PDF 3 https://www.kalispell.com/DocumentCenterNiew/4955/Pretreatment-Requirements-for-RV-Dump-Stations-PDF 46 Click to Return to Index I L 7.1.4 Exterior Gravity Grease Interceptor and Sample Port A. Schier Great Basin High -Capacity grease interceptors are recommended. I. If using a Schier GB Series interceptor, the sample port can be omitted. B. Precast concrete interceptor and sample port designs shall comply with Standard Details PT.1, PT.3, and PT.7. C. Sizing shall comply with the City's most current adopted version of the Uniform Plumbing Code. Use the table titled, "Gravity Grease Interceptor Sizing" which uses DFU's for determining sizing. D. Locate in an area which permits easy access for cleaning and maintenance. I. Lids shall be installed to allow easy removal. II. Concrete lids are prohibited. 7.1.5 Grease Interceptor Abandonment A. Remove entire contents of grease interceptor. B. Cap inlet and outlet pipes. C. Fill the empty grease interceptor with an appropriate fill material (e.g., sand). D. Permanently secure all openings to the interceptor (e.g., cement, weld). 7.1.6 Sand / Oil Separators A. Shall be commercially manufactured. B. Shall meet the requirements of Standard Detail PT.4. C. Shall be provided as required by the UPC and the CK Pretreatment Program Coordinator (758-7817). Any conflicts or differences between the UPC and the CK Pretreatment Program shall be resolved in favor of the CK Pretreatment Program. D. Shall be sized according to the Pretreatment Program requirements. 7.1.7 Sample Port A. Shall be provided on sewer services downstream of any grease trap, sand/oil separator, sewage pretreatment structure, or as otherwise required by the CK Pretreatment Program Coordinator (758-7817). B. Shall be commercially manufactured. C. Shall meet the requirements of Standard Detail PT.3. 47 Click to Return to Index �f� Chapter 7- Pretreatment 7.1.8 RV Dump Stations A. Each RV dump station shall be equipped with signage that displays the following statements: "RV Dump Station -Only holding tanks from RV's shall discharge here" and "Water is NOT SAFE for Drinking". B. Shall be constructed per Standard Detail PT.5. C. RV dump stations shall discharge into a 2,500 -gallon septic tank that is designed per CK Standard Details PT.6 and PT.7. D. A sample port designed per CK Standard Detail PT.3 shall be installed downstream of the septic tank. E. If placed in traffic areas, measures must be taken to meet HS -20 loadings for all applicable areas of the system. 48 Click to Return to Index Chapter 8- Storm Sewer System 8.1.1C.I.a Chapter 8 Storm Sewer System 8.1. DESIGN STANDARDS 8.1.1 Regulatory Thresholds A. The regulatory threshold is the "trigger" for requiring compliance with the Basic Requirements of this section and is defined as 10,000 square feet or more of developed area. B. Development is the conversion of previously undeveloped or permeable surfaces to impervious surfaces and managed landscape areas. Development occurs on vacant land or through expansion of partially developed sites. I. Development projects that meet or exceed the regulatory threshold shall comply with ALL Basic Requirements (BR1-7). II. The total developed area is used to determine if the threshold will be exceeded for development projects. a. For example, an existing site has a 15,000-sf lot. The existing development consists of a 4,000-sf building, 1,000 sf of managed landscaped area, 3,000 sf parking lot, and 7,000 sf of area currently undeveloped. A new project would add 2,000 sf to their building, 1,000 sf to their parking lot, and 500 sf of managed landscaping. Therefore, the threshold would be exceeded (4,000 + 1,000 + 3,000 + 2,000 + 1,000 + 500 = 11,500 sf) and the current phase and all future phases of development would be triggered to comply with BR1-7. C. Redevelopment is the replacement of impervious surfaces on a fully developed site. Redevelopment occurs when existing facilities are demolished and rebuilt or substantially improved through reconstruction. I. For redevelopment, the regulatory threshold applies to the total amount of pollutant generating surfaces replaced or rebuilt. Redevelopment projects that meet the regulatory threshold shall comply with BR -3 Water Quality Treatment. a. For projects implemented in incremental phases, the threshold applies to the total amount of pollutant generating surface at the end of the current phase. 49 Click to Return to Index ►moi. "iVMM 8.1.1C.I.a.i Chapter 8- Storm Sewer System ►�M M.:WM i For example, an existing site wishes to replace their 13,500-sf parking lot in three equal phases. Therefore, the threshold would be triggered in the third phase and apply to the total pollutant generating surfaces on the site. A) Phase 1 - 4,500 sf (no trigger) B) Phase 2 - 4,500 + 4,500 = 9,000 sf (no trigger) C) Phase 3 - 9,000 + 4,500 = 13,500 sf I) Water Quality Treatment is required for the current phase and all future phases of redevelopment on the site. b. Sites with 100% existing building coverage that are currently connected to a municipally owned storm sewer or discharge to water of the state must be evaluated on a case-by-case basis to continue to be connected without treatment. Additional requirements such as flow restrictors may also be required in such cases. D. The City Engineer reserves the right to require compliance with any or all of the Basic Requirements regardless of the size of the project or the amount of impervious area added or replaced. E. Exemptions I. Projects are exempt from the Basic Requirements when falling under any of the following categories: a. Actions by a public utility or any other governmental agency to remove or alleviate an emergency condition, restore utility service, or reopen a public thoroughfare to traffic. b. Projects that, when completed, will not have physically disturbed the land. c. City right-of-way and City owned property maintenance and reconstruction projects. d. Chip seals and fog seals. 8.1.2 Basic Requirements (BR -1) Drainage Submittal A. Report I. The report shall be inclusive, clear, legible, and reproducible. An uninvolved third party shall be able to review the report and determine whether all applicable standards have been met. II. Narrative - The narrative of the report shall include the following elements: 50 Click to Return to Index Chapter 8- Storm Sewer System a. Project Description: Information about the size of the project, the number of lots proposed, the project location, and background information relevant to drainage design, including topography, surface soils, surface and vegetative conditions, etc.; b. Geotechnical Information: Summarize the geotechnical site characterization (GSC) for the project including recommended infiltration rates and on-site soil descriptions; c. Pre -Development Basin Information: Summarize the pre -development drainage patterns for all basins contributing flow to, on, through, and from the site. Include all assumptions and justifications used to determine curve numbers and/or runoff coefficients used in the analysis. Identify and discuss all existing on-site and/or off-site drainage facilities, natural or constructed, including but not limited to NDW, conveyance systems, and any other special features on or near the project; d. Post -Development Basin Information: Summarize all assumptions used to determine the characteristics of the post -developed basins, such as the size of roofs and driveways, and the curve numbers and/or runoff coefficients used in the analysis. In addition, a table shall be included summarizing the impervious and pervious areas for each sub -basin; e. Wetland Analysis: A wetland analysis is required for all new development and redevelopment. A wetland checklist (APPENDIX A) is required to be completed and submitted with the drainage report; f. Down Gradient Analysis: Identify and discuss the probable impacts down -gradient of the project site; Methodology: Discuss the hydraulic methods and storm events used in sizing the drainage facilities, including the BMPs proposed for the project; h. Water Quality Treatment: Discuss treatment requirements based on the criteria in Section 8.1.4 and the CK Stormwater Quality Management Plan; i. Results: Discuss results of the calculations and a description of the proposed stormwater facilities. Include a table comparing the pre - developed and post -developed conditions including rates and volumes. Provide a table summarizing the maximum water elevation of the facilities for the design storms, outflow structure information, the size of facilities "required" by the calculations, and the size of the facilities "provided" in the proposed design; Operational Characteristics: Provide sufficient information about the operation of the stormwater system so that an uninvolved third party can read the report and understand how the proposed system will function under various conditions; g. I. 51 Click to Return to Index ►moi. "iVMM ►�M M.:WM k. Chapter 8- Storm Sewer System Perpetual Maintenance of Facilities: Include a discussion of the provisions set forth to operate and maintain the drainage facilities. The project owner's mechanism for funding the operation and maintenance for stormwater facilities, including sinking fund calculations, shall be included (refer to Section8.1.8E for more information); 1. Off -Site Easements: Identify the anticipated location of any off-site easements either on the basin map or in a separate schematic. Off-site easements will be required for proposed stormwater conveyance or disposal facilities outside the project boundaries. These easements shall be obtained and recorded prior to the acceptance of the final Drainage Submittal (refer to Section 8.1.9 for more information); and, m. Regional Facilities: A discussion of any expected future impacts on or connections to existing or proposed regional facilities (refer to Section 8.1.5H.X.d). III. Figures a. Basin Map (Refer to Section 2.1.7G) b. Site photos c. Soils map d. Any graphs, charts, nomographs, maps, or figures used in the design e. If a geological site characterization is required: i A geologic cross-section, drawn to scale ii Stormwater facilities superimposed on the cross section iii All relevant geologic units clearly identified including the target disposal layer and limiting layers B. Calculations I. Present in a logical format and provide sufficient information to allow an uninvolved third party to reproduce the results. All assumptions, input and output data, and variables listed in computer printouts and hand calculations shall be clearly identified. Basins and design storm events shall be clearly identified on all calculations. II. Incorporate all calculations used to determine the size of the facilities. 52 Click to Return to Index Chapter 8- Storm Sewer System 8.1.2C.II.f III. As a minimum, provide the following, if applicable: a. Hydrologic / hydraulic calculations i Pre- and post -development peak rate and volume ii Routing iii Design information for outflow structures iv Orifice information v Pond volume routing table or calculations b. Time of concentration calculations c. Curve number (CN) or runoff coefficient (C) d. Water quality treatment calculations e. Inlet capacity and bypass calculations f. Detention/retention storage capacities g. Ditch and drainage way calculations h. Culvert and pipe calculations i. Non -flooded width calculations for curb and gutters j. Energy dissipation calculations C. Down -Gradient Analysis I. Inventory natural and constructed down -gradient drainage features a minimum of 1/4 mile down gradient. II. Identify and evaluate adverse down -gradient impacts. Adverse impacts include, but are not limited to: a. A down gradient property receiving more standing or floodwater on their property than the pre -developed condition. b. Erosion c. Flooding d. Slope failures e. Changed runoff patterns f. Reduced groundwater recharge 53 Click to Return to Index ►moi. "iVMM 8.1.2C.III Chapter 8- Storm Sewer System ►�M M.:WM III. Analysis shall include: a. Visual inspection of the site and down -gradient area(s) by the engineer to the location where adverse impacts are anticipated to be negligible. b. A site map that clearly identifies the project boundaries, study area boundaries, down -gradient flow path, and any existing or potential areas identified as problematic. c. Pre and post -development hydraulic (rate and volume) capacities for the 10 -yr and 100 -yr 24 -hr storm events. d. A written summary including: i Existing or potential off-site drainage problems that may be aggravated by the project. ii The condition and capacity of the conveyance route including: A) All existing and proposed elements B) Potential backwater conditions on open channels C) Constrictions or low capacity zones D) Surcharging of enclosed systems E) Localized flooding iii The presence of existing natural or constructed land features dependent upon pre -developed surface or subsurface drainage patterns. iv Potential changes to groundwater characteristics that may negatively impact sub -level structures, foundations, or surface areas due to an increased amount, increased frequency, or duration of groundwater intrusion. v Existing or potential erosive conditions such as scour or unstable slopes on-site or down -gradient of the project. vi Flood areas identified on FEMA maps. e. Demonstrate the proposed stormwater disposal system has been designed to meet the following conditions: i The stormwater runoff (volume and flowrate) enters and leaves the site in the same manner as that of the pre -developed condition. ii Reduced or increased groundwater recharge has been considered with respect to potential adverse impacts on down -gradient features. iii The proposed design does not aggravate or impact existing drainage problems or create a new drainage problem. 54 Click to Return to Index f. Chapter 8- Storm Sewer System If down -gradient surface release is at a rate or volume greater than the pre -developed condition, then potential adverse impacts on down - gradient property natural or constructed drainage channels due to an increase in stormwater rate, volume, velocity, and flow duration shall also be addressed and mitigated in detail. D. Other Submittal Elements I. Provide the following if applicable, required by other sections, or as otherwise required by the City Engineer: a. A geotechnical site characterization (refer to 8.1.3) b. An erosion and sediment control plan (refer to 8.1.7) c. A draft copy of the Conditions, Covenants, and Restrictions (CC&Rs) for the homeowners' association in charge of operating and maintaining the drainage facilities (refer to 8.1.8B) d. An operations and maintenance manual (refer to 8.1.8C) e. A signed Stormwater Maintenance Permit (refer to 8.1.8D ) f. A wavier of right to protest a Stormwater SID. g. A financial plan (refer to 8.1.8E) h. On-site and/or off-site easement documentation (refer to 8.1.9) 8.1.3 BR -2 Geotechnical Site Characterization A. Investigation and Assessment Requirements: I. Provide a surface reconnaissance of the site and adjacent properties to assess potential impacts from the proposed stormwater system and to verify that the conditions are consistent with the mapped information. Typically, the evaluation should extend a quarter of a mile down gradient. Where access to adjacent properties is unavailable, the project owner shall rely upon the best known information for the area, supplemented with information available from the City Engineer, including any existing geotechnical engineering reports or studies for sites in the vicinity; II. Review available geologic, topographic, and soils, and identify any site conditions that could impact the use of storm drainage systems or the construction of sub -level structures. This review shall include all available previous geotechnical engineering reports or studies for sites in the vicinity; and, III. Evaluate the potential impacts of groundwater on the proposed storm drainage facilities, roadways and proposed underground structures, when a seasonally high groundwater table is suspected. 55 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System B. Report shall include: I. A brief project description including size and number of lots proposed, project location (section, township and range), and background information relevant for drainage design; II. A discussion of the study investigations; III. A description of the soil units on the site and in the vicinity of the site; IV. A description of the site including surface, soil, and groundwater conditions, etc.; and, V. Conclusions and recommendations. C. Site Plan shall include: I. Project boundaries (including all existing and proposed property lines); II. Labeled topographic contours, extending beyond the project and drainage basin (See Section 2.1.1C). III. Location of the soil units identified; IV. Location of significant structures, properties or geologic features on site and in the project vicinity; V. Location of existing natural or constructed drainage features on site and in the project vicinity; and, VI. Location of proposed site infrastructure including roadways and drainage features such as ponds, drywells, etc. D. Test Method Documentation. Provide the following: I. A map with the location of all subsurface field explorations and any in- place field tests; II. A description of any difficulties encountered during excavation and testing; III. A description of the equipment used to perform the field explorations or tests. When applicable, describe the type of fabric lining and gravel backfill used; IV. Logs of subsurface explorations which identify the depth to groundwater, and the presence of any limiting layers and the target soil layer. Include test pit or excavation dimensions, with photographs, where applicable; V. Test data in a format that includes time of day, flow meter readings, incremental flow rates, observed head levels, water depths and total flow volumes in the test pit or infiltrometer; and, VI. A description of the condition of any existing facilities being tested, noting any silt build-up, water level, connections to other structures (including distance to inverts of any interconnecting pipes), measured depths and dimensions, etc. 56 Click to Return to Index Chapter 8- Storm Sewer System 8.1.3E.III.a.iii VII. Results of field and laboratory testing conducted, including the grain size analysis represented both graphically and in tabular format; VIII. A report on the actual and proposed design outflow rates for test pits; IX. Results of the sub -level structure feasibility study and a summary of the down -gradient analysis as applicable; and, X. A geologic cross-section of the stormwater disposal area drawn to scale, with the proposed stormwater disposal facilities superimposed on the cross-section. All relevant geologic units shall be clearly identified including the target disposal layer and limiting layers. E. Field and Laboratory Testing I. The subsurface exploration, testing, and associated engineering evaluations are necessary to identify permeable soils and to determine the thickness, extent, and variability of the soils. This information is necessary to properly design stormwater disposal facilities. II. Field explorations and laboratory testing shall be conducted under the direct supervision of a civil engineer, a geotechnical engineer, a hydrogeologist, or an engineering geologist. III. Test Methods a. Soil infiltration rates shall be determined using one or more of the following methods for new development or redevelopment with greater than or equal to 10,000 square feet of impervious surface: i The ASTM D 3385-88 Double -ring Infiltrometer Test: This test method is used for field measurement of infiltration rate of soils; ii The Pilot Infiltration Test Procedure: This test method uses field data to estimate the outflow rates of subsurface disposal facilities (refer to the BMP Manual'); iii Additional or alternate test methods, upon approval from the City Engineer. 1 http://www.kalispell.com/DocumentCenter/View/484/BMP-DesignGuidance-Manual-PDF 57 Click to Return to Index ►moi. "iVMM 8.1.3E.IV Chapter 8- Storm Sewer System ►�M M.:WM IV. Minimum Requirements a. The following minimum requirements, when applicable, shall be met for field explorations and laboratory testing when subsurface disposal is proposed: i Test borings and/or test pits shall be located within the footprint of proposed stormwater disposal facilities; and, ii For each facility, a minimum of one infiltration test shall be performed for every 3,000 square feet of infiltrating surface. For example, if the infiltrating facility is 23,000 square feet, then 23,000 / 3,000 = 7.6. Therefore, a minimum of 7 infiltration tests are required. iii For a linear roadside swale, a minimum of one subsurface exploration shall be performed every 500 feet, staggered on both sides of the road. iv Subsurface explorations and sampling shall be conducted according to applicable ASTM standards. V. Post -Construction Testing a. Newly constructed infiltration facilities will require a full-scale successful test prior to project engineer certification. Refer to Appendix B2 - Pond Flood Test for flood test methods. Contact the City Engineer for additional information. F. Sublevel Feasibility I. If sub -level structure construction is being considered, a sub -level structure feasibility study is required. Field explorations and laboratory testing shall be conducted under the direct supervision of a geotechnical engineer, or hydrogeologist. Test boring shall be performed per the geotechnical engineer, a hydrogeologist, or an engineering geologist recommendation or at minimum of one per 10,000 square feet. Ground water shall be monitored during seasonal high ground water conditions. The sub -level structure feasibility study shall include the following, at a minimum: 58 Click to Return to Index Chapter 8- Storm Sewer System a. A layout of the site showing lot lines and lot and block numbers; b. Identification by lot and block number of sites where sub -level structure construction is feasible. Provide recommendations for maximum below grade floor elevations, minimum drainage system requirements, and any site specific recommendations; c. Discussion of the effects of hydrostatic pressure that may lead to basement flooding and recommendations as to the effectiveness of waterproofing; d. If infiltration is proposed as a method for stormwater disposal, discussion of any potential adverse impacts on proposed sub -level structures, taking into consideration the contribution of imported water (due to lawn watering, etc.); and, e. Identification of locations where sub -level structure construction is not feasible. When field and research data indicate season high ground water is: i Below 15 feet, basements and crawl spaces would be allowed. ii Between 5 feet to 15 feet, basement construction would be prohibited. iii At 5 feet or less, both basement and crawl space would be prohibited. II. Language regarding sub -level structure restrictions shall be placed or referenced on the face of the plat. If a potential buyer would like to construct a sub -level structure in an area deemed not feasible, then a site specific geotechnical evaluation shall be performed by a geotechnical engineer for the individual lot prior to a building permit being issued. 59 Click to Return to Index ►moi. "iVMM Chapter 8- Storm Sewer System III. Recommendations shall be summarized and provided electronically in Microsoft Excel, per the format found in Table 2. Table 2 - Example Geotechnical Recommendation Summar o E 0 J Sub -Level Construction Feasible? Maximum Depth Below Finish Grade [1] Depth to Limiting Layer [2] Summary of Geotechnical Recommendations131 Block 1 Lots 1-8 v >- Maximum allowable C= 15 feet GrW=25 feet B=30 feet Based upon the clean nature of the soils at the sub- level elevations and the depth to groundwater, footing drains are not required. However, below- grade walls shall be well reinforced to reducing cracking and thoroughly damp -proofed with a water- resistant bituminous emulsion or modified cement base coating. Backfill material shall consist of only clean granular material which is free of fine-grained soils, organic material, debris and large rocks. Block 2 Lots 1-3 v >- 4 feet GrW=13 feet Below -grade walls shall be well reinforced to reduce cracking and waterproofed with a membrane (per IRC) which is lapped and sealed from the top of the footing to the finished grade. An under slab waterproof membrane (per IBC) which is lapped and sealed shall be integrated with the wall membrane. Backfill material shall consist of only clean granular material which is free of fine-grained soils, organic material, debris and large rocks. Walls and footings shall have a drain system with cleanouts, emptying a minimum of 15 feet in a down-slope direction away from structures. Precautions shall be taken not to excavate a closed depression over rock or clay that is intended to dispose of sump water from a foundation drain system. Block 2 Lots 4-8 o c GrW=6 feet B=10 feet Due to the very shallow presence of groundwater, sub -level structures are not recommended on these lots. If a crawl space is proposed, a drain system with cleanouts shall be provided that empties a minimum of 15 feet in a down-slope direction away from structures. Precautions shall be taken not to excavate a closed depression over rock or clay that is intended to dispose of sump water from foundation drain system. 1 Maximum depth measured from original pre-construction/pre-grading ground surface elevation or existing ground surface, whichever provides a greater distance between the lowest floor elevation and the limiting layer. 2 GrW=groundwater, B=bedrock or basalt, C=clayey-silty soils 3 Refer to the Geotechnical Report for this project for further information, which may include construction details that support these recommendations. 60 Click to Return to Index Chapter 8- Storm Sewer System 8.1.4 BR -3 Water Quality Treatment A. The recommendations of the latest edition of the Montana Storm Water Post - Construction BMP Design Guidance Manual' (BMP Design Manual) are adopted in their entirety, except as amended herein. Any conflicts or differences between the BMP Design Manual and the Standards shall be resolved in favor of the Standards. B. Stormwater treatment and flow control facilities shall not be located within the right of way. C. The following known amendments shall be incorporated into the BMP Design Manual: I. General: a. Infiltrating facilities shall provide a minimum vertical separation of 3 feet between the bottom of the facility and the seasonal high water table. b. Infiltrating facilities shall provide a minimum vertical separation of 5 feet between the bottom of the facility and the first limiting layer (bedrock, clay lens, etc.). c. Facilities requiring pretreatment shall provide a minimum pretreatment volume equal to 20% of the RTV. d. Maintenance access shall be provided in accordance with Section 8.1.8G. e. Post -Construction BMPs shall meet the requirements of 8.1.5H. II. Bioretention Areas (Amends chapter 5.3): a. The maximum contributing area to a single bioretention area is 200,000 sf. b. For bioretention areas placed in subsoils having a hydrologic soil group designation of B, C, or D, an underdrain system is required. c. Underdrains shall be included in the design when subsoil infiltration rates are less than 1 inch per hour. d. The ponding area shall contain the entire volume associated with the Runoff Treatment Volume of 0.5 inches. e. The ponding depth shall be designed to be 6 to 12 inches above the filter bed. f. Filter Treatment Criteria: i The filter bed shall have a minimum depth of 30 inches. g. Pretreatment Facilities: i Micro-bioretention (250 - 2,500 sf) 1 http://www.kalispell.com/DocumentCenter/View/484/BMP-DesignGuidance-Manual-PDF 61 Click to Return to Index ►moi. "iVMM 8.1.4C.I I.g. iA) Chapter 8- Storm Sewer System ►�M M.:WM A) A grass filter strip extending a minimum of 10 feet from the edge of the pavement and at a maximum slope of 5%. ii Small Scale Bioretention (2,500 to 20,000 sf) A) A grass filter strip with a pea gravel diaphram or other flow spreader. B) A grass channel with a pea gravel diaphram or other flow spreader. C) See additional guidance in Appendix E. iii Bioretention Basins (20,000 to 200,000 sf) A) A pretreatment cell, similar to a forebay, is located at the piped inlets or curb cuts leading to the bioretention area and has a storage volume equivalent to aat least 15% of the total RRV. B) The design shall have a 2:1 length to width ratio. C) The cell can be formed by a wooden or stone dam, or rock berm. h. Filter Media Planting soils media shall consist of a sandy loam, loamy sand, or loam texture per USDA textural triangle with a clay content ranging from 0 to 5%. In addition, the planting soil must have a 3 to 5% organic content. Organic component shall be mixed in the top 6" of the filter. No organic matter is permitted below a depth of 6" A) The recommended planting soil media mixture is: I) 85 - 88 % sand. (washed medium sand is sufficient) 8 - 12 % fines. (Includes both clay (max 5%) and silt) 3 -5 % organic matter (leaf compost or peat moss); or II) 70% Filter Sand 20% Coconut Coir Fiber 10% High Carbon Wood Ash (Bio Char) B) Small scale bioretention and bioretention basin designs shall use premixed certified media from a vendor that meets the following requirements for phosphorus content, cation exchange (CEC), and media filtration; I) The recommend P -index value is between 10 and -50; II) Soils with CECs exceeding 10 are preferred for pollutant removal; and, III) The media should have an infiltration rate of 1 to 2 inches per hour. 62 Click to Return to Index Chapter 8- Storm Sewer System C) Micro-bioretention (250 to 2,500 sf) soil media can be mixed on site; D) The minimum filter media depth shall be between 30 to 48 inches; and, E) Filter media shall be placed in lifts of 12 to 18 inches. III. Permeable pavement systems are prohibited (removes Chapter 5.4). IV. Biofiltration Swale (amends Chapter 5.6) a. Slope: i The channel slope shall be at least 1% and no greater than 5%. Slopes of 2% to 4% provide the best performance. ii When slopes less than 2% are used, an underdrain is required. A) A 6 -inch -diameter perforated pipe shall be installed in a trench lined with filter fabric and filled with 5/8 -inch minus round rocks. B) The pipe shall be placed at least 12 inches below the biofiltration channel bed and the bed shall incorporate topsoil that has a proportionately high sand content. b. Geometry: i The maximum bottom width is 10 feet and the minimum width is 3 feet. If the calculated bottom width exceeds 10 feet, parallel biofiltration channels shall be used in conjunction with a device that splits the flow and directs an equal amount to each channel; ii The ideal cross-section is a trapezoid with side slopes no steeper than 3:1. However, a rectangular shape can be proposed if there are topographical constraints or other construction concerns. c. Velocity: i The maximum flow velocity through the swale under peak 100 - year flow conditions shall not exceed 3 feet/second. d. Level Spreader: i A flow spreader shall be used at the inlet of a swale to dissipate energy and evenly spread runoff as sheet flow over the swale bottom. Flow spreaders are recommended at mid -length of the swale. For detail on flow spreaders see Appendix D - Flow Spreader Options. V. Wet Detention Basin (Amends Chapter 5.8) a. Wet detention basins may be single cells when: i Wetpool volume is less than or equal to 4,000 cubic feet; and, ii Length to width ratio is > 4:1. 63 Click to Return to Index ►moi. "iVMM C' 3 v E 0 Chapter 8- Storm Sewer System VI. Proprietary Treatment Devices (Amends Chapter 5.9) a. Proprietary treatment devices must be approved by the Washington Department of Ecology (WDOE) through the TAPE process for pretreatment and have a general use level designation. b. Treatment devices shall be sized per the guidance of WDOE TAPE approval. c. Manufacturer must submit documentation that their unit can achieve 80% TSS removal at the WDOE TAPE approved flowrate. VII.Off-site Treatment Facilities a. On-site treatment is considered paramount by the CK MS4 permit. On- site treatment options shall be exhausted prior to evaluating off-site treatment. b. Approval for off-site treatment will not be granted when based solely on the difficulty or cost of implementation of on-site treatment methods. c. Off-site treatment will be considered by PW on a case-by-case basis when the following criteria can be firmly established: i Lack of available space ii High groundwater iii Groundwater contamination iv Poorly infiltrating soils v Shallow bedrock vi Prohibitive costs vii A land use inconsistent with capture and reuse or infiltration of stormwater d. Off-site treatment proposals shall include: i Fiscal plan for routine maintenance. ii Fiscal plan for costs associated with replacement of the facility by the end of its design life. iii A plan for perpetual ownership and maintenance responsibilities. A) Delegation of ownership, costs, and responsibilities to the CK will not be considered. 8.1.5 BR -4 Flow Control A. Storm Event Calculations I. The TR -55 Curve Number Method shall be used to determine Peak Flow Rates, and Flow Control Volumes. The Curve Number Method was developed by the USDA and is available here. The following items are pertinent to and shall be used for Kalispell: 64 Click to Return to Index Chapter 8- Storm Sewer System a. 24 -Hour Precipitation Depths for Kalispell See Table 3. b. Post -construction flow rates shall not exceed the Pre -development flow rates for the 10 -yr and 100 -yr events. II. Alternative Methods: a. Used when: i The calculated depth of runoff is less than a 0.5 inch; ii The value of (P -0.2S) is a negative number; iii The weighted CN is less than 40; iv Routing a hydrograph through an existing control structure; or v Sizing a new flow control facility using hydrograph analysis. b. Rational Method: i See MDT Hydraulics Manual, Chapter 91. ii Time of concentration shall be calculated using the TR -55 Curve Number Method and not be less than 5 minutes (i.e., if calculated less than 5 minutes, use 5 minutes). iii Use MDT IDF curves / tables to select intensities. c. Level Pool Routing Method i Use for routing a hydrograph through and existing control structure, or for sizing a new flow control facility using hydrograph analysis. ii See Handbook of Applied Hydrology (Chow, Ven Te, 1964) B. Precipitation: I. The design 24-hour precipitation depths and recurrence interval used by Kalispell are provided in the table below. The precipitation isopluvial map data comes from National Oceanic and Atmospheric Administration (NOAA) Atlas 2, Volume IX, 1973. Table 3 - Kalispell Precipitation Depths Recurrence Interval 2 -year 10 -year 25 -year 50 -year 100 -year 24 -Hour Precipitation Depth (inches) 1.4 2.0 2.4 2.8 3.0 C. Design Storm Distribution I. The NRCS Type I 24-hour storm distribution for the 10 and 100 -year storm events shall be used for sizing flow control facilities. 1 https://www.mdt.mt.gov/other/webdata/external/hydraulics/manuals/Chapter-09-Hydrology.pdf 65 Click to Return to Index 8.1.5C.I ►moi. "iVMM v v E 0 Chapter 8- Storm Sewer System D. Basin Areas: I. The basin area must reflect the actual runoff characteristics as closely as possible and be consistent with the assumptions used. The impervious and pervious areas must be estimated from best available plans, topography, or aerial photography, and verified by field reconnaissance. E. Outflow Control Structures I. Requirements: a. Shall be in a manhole or catch basin. b. Shall have a restrictor device to control outflow. c. Shall be incorporated into all detention facilities. d. Flow shall enter the detention facility through a conveyance system separate from the outflow control structure. e. Provide an access road for inspection and maintenance. f. Lids shall be locking and the rim elevation shall match finished grade. II. Types of Flow Control a. Multiple Orifice Restrictors i Minimum Orifice size shall be 3 inches. If the orifice is located within a structure the minimum orifice size shall be 1.5". ii Shall be constructed on a baffle' or on a tee2 section b. Risers and Weir3 Restrictor i Must provide for primary overflow of the developed 100 -year peak flow discharging to the detention facility. ii A combined orifice and riser overflow may be used if item (i) above is met, assuming the orifices are plugged. c. Skimmer (with baffle or without baffle) i Provide skimming up to the 10 -year event high water level or greater. ii See CK Standard Detail DR.8 and DR.9 iii Provide flow velocities through the submerged skimmer opening at 1.5 fps or lower under the 10 -year event high water level. 1 http s://fortress. wa.gov/ecy/ershare/wq/Permits/Flare/2019 SWMM W W/Content/Re sourc e s/Images/Figures/FlowRes trictorBaffle.pdf 2 https://fortress.wa.gov/ecy/ershare/wq/Permits/Flare/20 1 9 S WMMW W/Content/Resources/Images/Figures/FlowRes trictorTEE.pdf 3 https://fortress.wa.gov/ecy/ershare/wq/Permits/Flare/20 1 9SWMM W W/Content/Resources/Images/Figures/FlowRes trictorWeir.pdf 66 Click to Return to Index Chapter 8- Storm Sewer System III. Flow Control Calculations a. Provide equations, references, coefficients, and assumptions used. b. Provide calculations or spreadsheet/table at applicable depths. Table 4 provides equations for the most common types of weirs and orifices used for flow control. Table 4 - Flow Equations for Various Weir and Orifice Tvnes Weir/Orifice Type Equation C SharpCrested V -notch weirl II) Q = C (tan ) H - 2z 0.60 Broad Crested Suppressed Rectangular Weir 3 Q = CLHz 0.33 Rectangular Sharp Crested Weirs: Contracted: SuppressedHz 3 Q = C(L — 0.2H)Hz 3 Q= CL H 3.27 + 0.40 Y Sharp Crested Cipoletti (Trapezoidal) 1:4 Side Slopes 3 Q = CLHz 3.367 Broad Crested Trapezoidal Weir Q = C(2g) L3 LHz + 8 (tan 601-Id0.60 Orifice 0.62 Q = CA✓2gH IV. Flow Control Structures with overflow risers typically provide the 100 - year peak flow for developed conditions. a. See Washington State Department of Ecology2; or b. Provide hydraulics reference and calculations. 1 The weir inverts should be set above the pond bottom a height of at least twice the maximum head. Q = flow (cfs); C = coefficient of discharge; A = area of orifice (square feet); H = hydraulic head (feet); g = gravity (32.2 feet/second2); 0 = angle of side slopes (degrees); Y = storage depth (feet); L = weir length or opening (feet) 2 https://fortress.wa. gov/ecy/ershare/wq/Permits/Flare/2019 S WMM W W/2019 S WMMW W.htm#Topics/V olumeV/De tentionBMPs/ControlStructureDesign.htm 67 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System F. Infiltration Facilities I. Requirements: a. Pretreatment i Required for urban watersheds with more than 0.25 acres of impervious surface before entering the infiltration facility. ii Shall be equal to 20% of the WQv (water quality volume). The pretreatment volume is in addition to the infiltration basin's WQv sizing requirement. b. Depth to Groundwater and Limiting Layer i The base of the infiltration facility shall be >_ 5 feet above the limiting layer (bedrock, clay lens, etc.). ii The bottom of the basin shall be at least 3 feet above the seasonal high groundwater table. A) The seasonal high water table shall be based on long-term piezometer records during at least one wet season or the mottled soil layer as determined by a licensed geologist, licensed engineer with geotechnical expertise, or hydrogeologist. c. Setbacks i >_ 50 feet from top of slopes steeper than 15%, oras determined by a licensed geotechnical engineer. ii >_ 200 feet from springs used for drinking water supply. iii >_ 100 feet from septic drain fields. iv >_ 100 feet from water supply wells. d. Access i Provide dedicated maintenance access route to the infiltration facility from a public roadway. ii Access route shall be dedicated by maintenance easement or drainage parcel. 68 Click to Return to Index Chapter 8- Storm Sewer System 8.1.5F.IV.b II. Infiltration Criteria a. Short-term rate: i Use methods described in Section 8.1.3E.III. ii Shall be greater than 0.5 inches per hour and less than 20 inches per hour. iii Tests shall be performed at the estimated ground surface elevation of the infiltration facility. iv Infiltration rates shall be within two standard deviations of the population mean. b. Long-term rate: i Shall be determined by dividing the short-term rate by 2. ii When the long-term rate is greater than 2.5 inches per hour, a site- specific analysis shall be performed by a licensed geotechnical engineer to determine pollutant removal to prevent groundwater contamination. iii The maximum infiltration rates for various soils is outlined in Table 5. Table 5 - Maximum Infiltration Rates for Soil Tvnes Soil Texture Class Maximum Infiltration Rate (in/hr) Coarse Sand, Cobbles 20 Medium Sand 8 Fine Sand, Loamy Sand 2.4 Sandy Loam 1 c. Drawdown time: i Shall drain dry within 72 hours after the 10 -year design event and 120 hours after the 100 -year design event using the long-term soil infiltration rate. ii Infiltration basins will need to be refreshed and infiltration rate restored when the actual drawdown time exceeds 120 hours. III. Planting requirements: a. Plant basin with native vegetation containing a mixture of species of varying moisture tolerances. See section Appendix F - Planting Guidelines. IV. Post -construction verification a. Submit an as -built grading plan of the infiltration basin after construction to the CK to verify the design storage volume has been provided. b. Perform post -construction testing of actual short-term infiltration rates to ensure the basin functions as designed or corrective action will need to be taken. Refer to Appendix B2 - Pond Flood Test. 69 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System V. Facility volume a. The size of the infiltration facility can be determined by routing methods outlined in Section 8.1.2B.III.a.ii. b. Infiltration facilities shall be sized to fully infiltrate the post - development NRCS Type I 10 -year 24-hour design storm. c. The design water surface for all facilities shall be the post -developed 100 -year 24-hour water surface elevation. d. All overflows (structure or spillway) shall pass the 100 -year 24-hour developed peak flow rate. e. To prevent the onset of anaerobic condition and mosquito breeding, the infiltration facility shall be designed to drain completely the 10 - year 24-hour event within 72 hours and the 100 -year 24-hour event within 120 hours after the design storm event. VI. Location a. If the site has potential for contamination or unstable soil, then these conditions shall be investigated and appropriate mitigating measures taken before designing infiltration facilities in these areas. VII.Underground infiltration facilities a. Materials i Shall be designed to withstand HS -20 loading when installed. b. A letter from the manufacturer shall be submitted stating the design of the system meets the recommendations of the manufacturer and can be properly maintained. G. Underground detention facilities I. Location: a. Shall be located downstream of water quality treatment units. b. Shall be a minimum of 5 feet from any structure or property boundary. c. Shall not be placed under any permanent structures or buildings. II. Sizing a. Pipe segments shall be sufficient in number, diameter, and length to provide the required minimum storage volume for the 100 -year event. 70 Click to Return to Index Chapter 8- Storm Sewer System 8.1.5H.I.c III. Materials a. Shall be metal, plastic, or concrete pipe or box. b. Shall be designed to withstand HS -20 loading when installed in roadways or vehicular traffic areas. c. Joints and connections shall be watertight, not soil tight. d. Shall have a minimum diameter of 12 inches for pipe or a minimum dimension of 12 inches for boxes. e. End caps shall be designed for structural stability at maximum hydrostatic loading conditions. IV. Flow control structure a. The facility outlet pipe(s) shall discharge into a manhole structure. b. If an orifice plate is required to control the release rates, the plate shall be hinged to open into the detention pipes to facilitate back flushing of the outlet pipe. c. A high flow bypass shall be included to safely pass the 100 -year storm event in the event of outlet structure blockage or mechanical failure. The bypass shall be located so that downstream structures will not be impacted by emergency discharges. V. Buoyancy a. In soils where seasonal groundwater may induce flotation, buoyancy tendencies must be balanced either by ballasting with concrete backfill, providing concrete anchors, increasing the total weight, or providing subsurface drains to permanently lower the groundwater table. b. Calculations to demonstrate stability must be provided. VI. Access a. The maximum depth from finished grade to invert shall be 10 feet. b. A letter from the manufacturer shall be submitted stating the design of the system meets the recommendations of the manufacturer and can be properly maintained. H. Additional requirements for all facilities: I. General a. Maintain a minimum of 1 -foot of separation above high groundwater table elevation unless otherwise stated in applicable sections. b. All pond bottoms shall be sloped from 0.5% to 1%. Roadside swales are considered flat if the swale bottom slope is 1% or less. When calculating treatment volume, the designer can assume a flat bottom for swale/pond bottom slopes up to 1%. c. Drainage facilities shall be located within a drainage parcel. Refer to Section 8.1.9A for specific information. 71 Click to Return to Index ►moi. "iVMM Chapter 8- Storm Sewer System 8.1.5H.II ►�M M.:WM II. Setbacks a. Any detention pond, swale or ditch (measured from the maximum design operating depth) shall be at least 30 feet when located up - gradient or 20 feet when located down -gradient from septic tanks or drain fields. b. Pond overflow structures shall be located a minimum of 10 feet from any structure or property line. The toe of the berm or top of bank shall be a minimum of 5 feet from any structure or property line. c. >_ 50 feet from building foundation to maximum water surface elevation. d. >_ 20 feet from easement or property line to maximum water surface elevation. e. Outside of the floodplain 10 -year High Water Line. f. >_ 200 feet from schools, day cares, nursing homes, or similar facilities. III. Drawdown time a. Shall drain completely within 120 hours after a 100 -year storm event. IV. Side slopes a. Interior side slopes shall not be steeper than 3H:1V. b. An 8 -foot -wide access ramp to the pond bottom is provided with slopes less than 4H:1V when the side slopes of the facility exceed 4H:1V. c. Pond walls may be vertical retaining walls, provided that: i A fence is provided along the top of the wall for walls 2.5 feet or taller. ii An 8 -foot -wide access ramp to the pond bottom is provided, with slopes less than 4H:1V. iii The design is by a professional engineer with structural expertise if the wall is 4 feet or more in height. V. Emergency overflow spillway a. Shall be analyzed as a broad crested trapezoidal weir. b. Shall have the capacity to pass the 100 -year developed peak flow. c. The full width of the spillway shall be armored with riprap and extend downstream to where emergency overflows enter the conveyance system. i The armoring may have 4 inches topsoil and grass cover. 72 Click to Return to Index Chapter 8- Storm Sewer System d. Riprap shall extend just beyond the point that bank and streambed erosion occurs: i If the facility is located on an embankment, the overflow spillway shall be armored to a minimum of 10 feet beyond the toe of the embankment. ii The overflow path shall be identified on the construction plans and easements shall be provided as necessary. e. Engineers may choose to design the detention pond multi -stage outflow structure with an emergency bypass that can route the 100 -year storm through the structure and out of the pond directly into the conveyance channel. If the emergency bypass and downstream conveyance is adequately sized to convey the 100 -yr storm event, an emergency overflow spillway is not required. VI. Embankments a. The height of an embankment is measured from the top of the berm to the catch point of the native soil at the lowest elevation. b. Embankments 4 feet or more in height shall be constructed as recommended by a geotechnical engineer. Depending upon the site, geotechnical recommendations may be necessary for lesser embankment heights. c. Embankments shall be constructed on native consolidated soil, free of loose surface soil materials, fill, roots, and other organic debris or as recommended by the geotechnical engineer. d. Energy dissipation and erosion control shall be provided to stabilize the berm and its overflow. e. The embankment compaction shall produce a dense, low permeability engineered fill that can tolerate post -construction settlements with minimal cracking. The embankment fill shall be placed on a stable subgrade, placed in 6" lifts, and compacted to a minimum of 95% of the Modified Proctor Density (ASTM Procedure D1557). f. Anti -seepage filter -drain diaphragms shall be considered on all outflow pipes and are required on outflow pipes when design water depths are 8 feet or greater. In the event of a berm fracture or failure, the berm shall allow the passage of water through the berm without additional erosion or failure of the berm structure. g. h. Embankments must be constructed by excavating a key. i Key width shall equal 50 percent of the berm base width. ii Key depth shall equal 50 percent of the berm height. iii The berm top width shall be a minimum of 4 feet. 73 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System VII. Fencing a. General: Required on: A) Facilities with the first overflow at 4 or more feet above the pond bottom. B) Facilities with retaining walls 2.5 feet high or taller. C) Facilities located at, or adjacent to, schools, nursing homes, day cares, or similar facilities. ii Fencing is not required for a typical infiltration swale. However, the City Engineer reserves the authority to require a fence along any swale or pond should there be a concern for safety. iii At the discretion of the City Engineer, if a pond is proposed as an amenity, i.e., enhancements to the disposal facility are proposed, such as rocks, boulders, waterfalls, fountains, creative landscaping or plant materials, the design will be reviewed on a case-by-case basis, such that the fencing requirements may be reduced or waived. iv The City Engineer reserves the authority to waive any and all fencing in commercial areas, as reviewed and accepted on a case- by-case basis. b. Construction: i Shall be at least 4 feet tall unless otherwise specified by the City Engineer. ii Shall provide visual access. iii Shall provide 12 feet wide locked gate(s) with 2 leaves. VIII. Planting a. Exposed earth on the pond bottom and interior side slopes shall be sodded, seeded, or vegetated in a timely manner, taking into account the current season. b. Unless a dryland grass or other drought tolerant plant material is proposed, irrigation shall be provided. c. All remaining areas of the tract or easement shall be sodded, planted with dryland grass, or landscaped. d. Refer to Appendix F - Planting Guidelines. IX. Landscaping a. General: i Landscaping and common use areas shall be integrated with the open drainage features and into the overall stormwater plan. 74 Click to Return to Index Chapter 8- Storm Sewer System 8.1.5H.IX.a.xiii ii Landscaping and other uses shall be subservient to the primary stormwater needs and functions. iii Landscaping shall not conflict with the collection, conveyance, treatment, storage, and/or disposal of stormwater. iv Supplemental landscaping shall be grouped into irregular islands and borders outside of the immediate stormwater facilities and not uniformly dispersed throughout them. v The constructed stormwater features should be irregular and curved in shape to look natural. Avoid straight lines and regular shapes where possible. vi Trees and shrubs shall not be planted on pond liners due to potential leakage from root penetration. vii Planting is restricted from berms that impound water either permanently or temporarily during storms. viii Trees and shrubs shall not be planted within 10 feet of drainage appurtenances such as outlet control structures, manholes, catch basins, inlets and outlets, spillways, storm drain lines, and underground disposal structures such as drywells or drain -fields. The minimum spacing between the tree or shrub and the drainage structure shall be equal to the crown diameter of the mature plant. ix Trees and shrubs shall not be planted within the treatment, storage, and conveyance zones of swales , ponds, or open channels, unless treatment and storage calculations take into account the mature tree size and allow runoff to reach the drainage facilities. x Self-limiting plants shall be used, not spreading or self -seeding types. xi Full-size forest trees and trees with aggressive root systems should not be used except where space and circumstances allow. Deciduous trees with heavy shade and leaf -fall should also be avoided to allow the survival of the surrounding grass areas and not plug drainage facilities. Evergreens and smaller ornamental trees are normally better suited to urban conditions. xii Shrubs should be upright in form and groundcovers should have neat growth patterns to assist in their maintenance and that of the surrounding grass areas. xiii The plant selection needs to consider the native soil conditions and altered moisture conditions created by the stormwater facilities. The plants need to be adaptable to the changes in site conditions. Plants that are self- sufficient and self-limiting do not require year-round irrigation and require minimal care are encouraged. Guidelines for plantings are listed in Appendix F - Planting Guidelines. 75 Click to Return to Index ►moi. "iVMM Chapter 8- Storm Sewer System 8.1.5H.X ►�M M.:WM X. Special Requirements a. Floodplains i Floodplain requirements are administered by the City Planning Department. Contact the City Flood Plain Administrator (758- 7732) for more information and specific requirements. ii When any property is developed in or around identified Special Flood Hazard Areas, all work must conform to the requirements of the CK Flood Plain Management Ordinance. b. Wetlands i A wetland analysis is required for all new development and redevelopment. A wetland checklist ( Appendix A - Checklist for Identifying Wetlands), is required to be completed and submitted with the drainage report. The Wetland checklist helps to identify if wetland resources may be present and further wetland assessment is required. If you check "yes" for any wetland indicators on the checklist, a Wetland Assessment outlined in the Kalispell Stormwater Quality Management Plan is required. The assessment must be performed by a wetland professional trained and familiar with the current US Army Corps of Engineers Regional Supplements for Wetland Delineations and the most recent Army Corps of Engineers guidance for Jurisdictional Determinations. ii Protection strategies have been developed to protect wetlands from changes to their hydrology, plant diversity, function and water quality. An on-site wetland assessment is required to determine the stormwater management classification for each wetland. Refer to Stormwater Quality Management Plan Chapter 3.4 for the procedure. The Stormwater Quality Management Plan can be obtained from the PWD. iii The protection standards and classifications acknowledge that wetlands demonstrate varying susceptibility to stormwater impacts. The standards for the closest downstream wetland will apply. Unless the wetland discharges into a lake, flow control standards shall apply to discharges leaving the overall site. c. Closed Depressions i Closed depressions are natural low areas that hold a fixed volume of surface water. Depending upon soil characteristics, a closed depression may or may not accumulate surface water during wet periods of the year. Some closed depressions may be classified as wetlands. If so, the engineer shall comply with the wetland criteria specified in this section. Analysis of closed depressions shall include the following at a minimum: 76 Click to Return to Index 8.1.6A.I Chapter 8- Storm Sewer System A) Identification of the location of the closed depression on the pre -developed basin map. B) A routing analysis of the drainage basins contributing to the closed depression to estimate the peak flow rates and volumes entering the closed depression in the pre -developed condition. C) An estimation of the storage capacity of the closed depression for the 100- year storm event. D) If the closed depression will be filled in, a facility shall be provided with capacity to store the 100 -year 24-hour volume that was historically intercepted by the closed depression. This is in addition to the drainage facilities required for flow control and treatment due to the increase in stormwater runoff. The construction plans shall include a grading plan of any closed depression areas to be filled in. The grading plan shall show both existing and finish grade contours. The plans shall also specify compaction and fill material requirements. E) Closed depressions have the same flow control requirement as infiltration facilities. d. Regional Detention Ponds i Regional Detention Ponds are located along major stormwater conveyances and natural drainage ways. Most regional facilities serve more than a single development within a given contributing drainage basin. Regional facilities have the potential to lessen flooding in existing drainage problem areas. ii The CK has an adopted Stormwater Facility Plan Update with proposed locations for regional stormwater facilities and mapped natural drainage areas within the study area. The plan provides design data for drainage basins including basin delineations, drainage areas, and existing natural drainage ways. A quantitative analysis provides approximate pond storage volumes, allowable peak discharge flow rates and potential regional pond locations. iii Project owners shall coordinate with the City Staff early in the planning process when the project site is in an area for which natural drainage ways and regional detention ponds are featured in the 2008 Stormwater Facility Plan Update. 8.1.6 BR -5 Conveyance A. Channels: I. Analysis to be included in Design Report, when applicable: 77 Click to Return to Index ►moi. "iVMM ►�M M.:WM a. b. Calculations: i Provide all assumptions, including: A) Design peak flow rate(s) B) Channel shape C) Slope D) Manning's Coefficient ii For each distinct channel segment, provide: A) Velocity B) Capacity C) Froude Number D) Channel Protection (if applicable): I) Riprap area, size, thickness, and gradation II) Filter blanket reinforcement area, type, and anchoring • Installation shall conform to manufacturer's recommendations Identify all existing and proposed channels c. Exhibits: i Plans and basin maps shall include: A) Centerline B) Direction of flow C) Stationing at angle points D) Froude Number I) At beginning and end of channels with significant grades II) Identify areas with hydraulic jumps III) Propose evenly spaced protective measures to ensure the jump does not erode the conveyance facility d. Design i Requirements A) Designed to convey the 100 -year design storm peak flow rate assuming developed conditions for on-site tributary areas and existing conditions for off-site tributary areas. B) Minimum Longitudinal Slope: I) 1.0% for asphalt II) 0.5% for concrete, graded earth, or close -cropped grass 78 Click to Return to Index Chapter 8- Storm Sewer System C) Maximum side slope shall be 3:1. D) Location: I) Shall not be within or between residential lots smaller than 1 acre in size. II) Shall be within a drainage parcel. E) Minimum Depth shall be 1.3 times the flow depth or 1 foot, whichever is greater. F) Maximum Velocity: I) Shall not exceed velocities for "Clear Water" listed in Table 8-3 of Threshold Channel Design' by the NRCS. II) Where only sparse vegetative cover can be established or maintained - 3 fps III) Where vegetative cover is established by seeding - 3 to 4 fps IV) Where dense sod can be developed quickly or where normal flow in the channel can be diverted until a vegetative cover is established - 4 to 5 fps V) On well-established sod of good quality - 5 to 6 fps G) Sizing shall utilize Manning's Formula e. Riprap Protection at Outlets i If the velocity at a channel or culvert outlet exceeds the maximum permissible velocity for the soil or channel lining, channel protection is required. ii Riprap-lined channels are required to have filter fabric under the riprap. iii Riprap material shall be blocky in shape rather than elongated. The riprap stone shall have sharp, angular, clean edges. iv Riprap stone shall be reasonably well -graded and a minimum size of 6 inches. v See Detail DR.10 Riprap at Outlets for design and construction layout and dimensions. B. Preservation of Natural Drainage Ways (NDW) I. Introduction 1 https://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17784.wba 79 Click to Return to Index ►moi. "iVMM 8.1.6B.I.a Chapter 8- Storm Sewer System ►�M M.:WM a. New development shall be designed to protect existing natural drainage features that convey or store water or allow it to infiltrate into the ground in its natural location. Preserving the NDW will help ensure that stormwater runoff can continue to be conveyed and disposed of at its natural location. Preservation will also increase the ability to use the predominant systems in conjunction with regional stormwater facilities. b. Projects located within the CK shall refer to the CK's 2008 Storm Water Facility Plan Update for specific details with regards to the location of NDW. II. Definitions a. The drainage ways that need to be preserved have been mapped and defined in the CK's 2008 Storm Water Facility Plan Update. Each natural drainage way shall be designed to pass the 100 -year 24-hour storm event as described in the Plan Update. Because every site is unique, the City Engineer shall make interpretations, as necessary, based on site visits and technical information as to the exact location on a project site. The City Engineer may also require the project owner to provide engineering information to assist in this determination. b. The maps denoting these drainage ways are not definitive; a computer program was used to identify the drainage ways. The maps are only one tool that may be used to identify existing natural drainage ways; field verification will typically be required to fully identify the existence of a drainage way and its significance with regard to a natural conveyance system. c. All projects shall be reviewed for the presence of natural drainage ways mapped in the 2008 Stormwater Facility Plan, and a determination will be made as to their significance with regard to preservation of natural conveyance and potential use as part of a regional system. III. Protection a. No cuts or fills shall be allowed in predominant natural drainage ways except for perpendicular driveway or road crossings with engineering plans showing appropriately sized culverts or bridges. Natural drainage ways shall be preserved for stormwater conveyance in their existing location and state, and shall also be considered for use as regional facilities; b. Less prominent drainage ways in a non-residential development and in a residential development containing lots 1 acre or smaller may be realigned within the development provided that the drainage way will enter and exit the site at the pre -developed location and that discharge will occur in the same manner as prior to development; 80 Click to Return to Index c. Chapter 8- Storm Sewer System Realignment of a less prominent drainage way shall be defined as still following the "basic" flow path of the original drainage way. An acceptable example would be if the drainage way is proposed to be realigned such that it will follow a new road within the proposed development, and will be left in its existing state or utilized as part of the project's on-site stormwater system. d. Stormwater leaving the site in the same manner shall be defined as replicating the way the stormwater left the site in its existing condition. If the drainage way is preserved in its existing location and is left undisturbed, this goal should be met; e. If the City Engineer accepts the proposal to allow a less predominant drainage way to be routed through the site via a pipe or approved drainage material, the following additional criteria shall be met: i Where the less prominent drainage way enters the site, the design shall ensure that the entire drainage way is "captured" as it enters the site; i.e., the surrounding property shall not be regraded to "neck -down" the drainage way so that it fits into a drainage easement or tract or structure intended to capture and reroute the off-site stormwater runoff; ii Where the less prominent drainage way exits the site, the design shall ensure that the stormwater leaves the pipe, pond or structure a significant distance from the edge of the adjacent property so that by the time the stormwater reaches the property boundary, its dispersal shall mimic that of the pre -developed condition; and, iii Since some of the less prominent drainage ways may also be useful for managing regional stormwater, if identified as a significant drainage way, i.e., necessary conveyance for flood control, or being considered as a connection to a planned regional facility or conveyance route, then the drainage way may be subject to the same limitations and criteria as a predominant drainage way. iv The size of the tract or easement containing the drainage way shall be determined based on an analysis of the existing and proposed stormwater flows directed to these drainage systems and any access and maintenance requirements found in this manual; and, v All new development containing lots that are 1 acre or smaller shall be required to set aside the drainage way as open space in a separate parcel. For new development containing lots that are greater than 1 acre, the drainage way may be set aside in either a parcel or an easement. 81 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System C. Culverts I. Analysis - When applicable provide the following as part of the Drainage Report: a. Design peak flow rate (Qp) b. Velocities at inlet and outlet c. Flow control type d. Design information i Size ii Slope iii Length iv Material v Manning's coefficient e. Headwater depths and water surface elevations at Qp f. Roadway cross-section and roadway profile g. Location and elevation information of culvert inverts h. End Treatment i. Wall thickness II. Requirements a. Shall be sized for peak flow rate with a minimum diameter of 12 inches. b. Water surface for design storm shall not exceed the base coarse elevation of the roadway c. Shall convey the 100 -year peak storm event without damage assuming developed conditions for the on-site basin and existing conditions for the off-site basin. d. Headwater depth shall not exceed: i 2 times the culvert diameter for culverts 18 inches in diameter or less ii 1.5 times the culvert diameter for culverts larger than 18 inches e. Flows shall maintain a minimum velocity of 2.5 feet per second. f. Culvert slopes shall be a minimum of 0.5% and shall remain constant. i If a vertical deflection is required for culvert extensions, a manhole shall be provided at the deflection point to facilitate maintenance. Culvert extensions shall be approved by the CK. ii For grades greater than or equal to 20%, anchors are required unless calculations or the manufacturer's recommendations show that they are not necessary. 82 Click to Return to Index g. Chapter 8- Storm Sewer System Outfalls shall conform to all federal, state, and local regulations. Erosion control shall be provided at outfalls. See section 8.1.6D.II.g for more information. h. Minimum pipe cover of 2 feet shall be maintained or as required by manufacturer recommendations, whichever is greater. Cover shall be measured from the top of the pipe to the bottom of the pavement. i. Maximum pipe cover shall be in accordance with manufacturer recommendations. I. End Treatments i Projecting ends shall not be allowed. ii Beveled ends shall not be used on culverts 6 foot in diameter or less. iii Flared ends A) Shall not be allowed within the clear zone B) Shall only be used on circular or arch pipe iv Headwalls A) For culverts 6 to 10 feet in diameter. v Wingwalls and Aprons A) For reinforced concrete box culverts. D. Storm Drain System I. Analysis - When applicable provide the following as part of the Drainage Report: a. Basin map showing on-site and off-site basins contributing runoff to each inlet and includes a plan view of the location of the conveyance system. b. Design information for each pipe run: i Design peak flow rate ii Velocity at design peak flow iii Hydraulic grade line (HGL) at each inlet, angle point, and outlet iv Size v Slope vi Length vii Material viii Manning's coefficient ix Minimum depth from finish grade to pipe invert 83 Click to Return to Index ►moi. "iVMM 8.1.6D.II Chapter 8- Storm Sewer System II. ►�M M.:WM Requirements: a. Pipe Size i Shall be sized to handle the 10 -year 24-hour design peak flow rates with a minimum diameter of 12 inches. ii No segment shall have a diameter smaller than the upstream segment. b. Provide 0.5 feet of freeboard between the HGL in a structure and the top of grate or cover. c. Velocity i Minimum velocity of 2.5 fps under full flow conditions. ii Maximum velocity of 10 fps under full flow conditions. d. Length: i No greater than 400 feet between structures. e. For grades greater than or equal to 20%, anchors are required unless calculations or the manufacturer's recommendations show that they are not necessary. Pipe anchor locations shall be defined on the plans, and a detail provided. f. Location: i No closer than 5 feet to front, side, or rear property lines. ii Shall maintain a 3 foot offset from toe of curb and gutter. iii Shall not be located in the street boulevard. g. Outfalls: i Shall be placed in same alignment (flow direction) and grade as the drainage way. ii Shall conform to the requirements of federal, states, and local regulations. iii Shall incorporate erosion control features. iv Shall be placed on the downstream side of culvert crossings. h. Cover: i Shall meet minimum cover requirements for AASHTO HS -20 loading criteria as recommended by manufacturer. Cover shall be measured from the top of pipe to the bottom of pavement. i. Junctions: i Downstream pipe invert shall be placed 0.1 feet below the upstream pipe invert. ii If pipes of different size are joined at a junction, the pipe crowns shall be placed at the same elevation. Combined sanitary and storm sewer systems are prohibited. I. 84 Click to Return to Index Chapter 8- Storm Sewer System 8.1.6 F.I. a.iiA) E. Gutters I. Analysis - When applicable, provide the following as part of the Drainage Report: a. Gutter flow spread and non -flooded road width i Evaluate at low points and intersections ii Utilize Equation 4-2 for flow rate and spread from HEC -221. b. Max flow depth i Evaluate at low points and intersections ii Utilize Equation 4-3 for flow depth from HEC -22. II. Requirements: a. Shall be designed to allow for the passage of traffic during the 10 -year design storm event by providing non -flooded zones. b. Slope: i Minimum longitudinal = 0.5%. c. Non -Flooded Road Width i Shall be in accordance with Table 6. Table 6 - Non -Flooded Road Width Requirements Road Classification Non -Flooded Width Private Road 12 feet Local Street 12 feet Collector (2 Lane) 16 feet Arterials Per City Engineer Other Road Types Per City Engineer d. Flow Depth i Shall not exceed curb height. F. Drainage Inlets: I. Analysis - When applicable, provide the following as part of the Drainage Report a. Inlet Capacity i Provide capacity of each inlet ii Use 35% clogging factor on grates (to approximate debris) A) Apply to open area of grate. 1 https://www.fhwa.dot.gov/engineering/hydraulics/pubs/10009/10009.pdf 85 Click to Return to Index ►moi. "iVMM 8.1.6F.I.a.iii Chapter 8- Storm Sewer System ►�M M.:WM iii Use HEC -221 for inlet flow calculations b. Bypass flow i Calculate at all inlets ii Less than 0.1 cfs at intersections and project boundary. II. Requirements: a. Spacing i Maximum of 400 feet regardless of flooded width and flow depth ii First inlet within 600 feet of point where gutter flow originates iii Additional inlets as required to maintain non -flooded road width and max depth. iv Pipe runs shall not exceed 400 feet. v Inlets on grade shall have a minimum spacing of 20 feet to enable bypass water to reestablish its flow against the face of the curb. b. Location i Shall be located at intersections to prevent flow from crossing the intersection. ii Shall not be located at an ADA ramp. iii Shall not be located on the curved portion of a curb return. c. Grates i Shall be depressed to ensure satisfactory operation; the maximum depression is 1 inch. ii Non-standard grates with larger openings may be used for additional capacity with approval of the City Engineer. d. Concrete Aprons i Shall be used at all open grate manholes, catch basins, and curb inlets. Aprons shall slope toward the grate as shown in the Standard Details. ii A minimum of a 2 -foot apron shall be used with inlets when no curb and gutter is present. 1 https://www.fhwa.dot.gov/engineering/hydraulics/pubs/10009/10009.pdf 86 Click to Return to Index Chapter 8- Storm Sewer System 8.1.7B.I.h G. Structures: I. Requirements: a. Shall be placed at all breaks in grade, pipe type changes, diameter changes, and alignment changes. b. Shall have a 24 -inch sump below the lowest pipe invert elevation. c. Catch basin / drainage inlet combinations shall be used in all public and private roads. d. Shall be designed to support HS -20 loadings. 8.1.7 BR -6 Erosion and Sediment Control A. CK Stormwater Management Permit I. Required when: a. More than 5 cubic yards of material will be disturbed, stored, disposed of, or used as fill. b. An activity will disturb more than 1,000 square feet of area. c. Less than an acre - $10 B. Comply with CK Ordinance 16001 I. Greater than an acre: a. Develop a Stormwater Pollution Prevention Plan - (SWPPP2) b. Review and submit a Notice of Intent (NOI3) c. Provide the NOI, SWPPP, and approval letter to the CK. d. Apply for CK Stormwater Management Permit a minimum of 5 days prior to construction ($45). e. Post a copy of the NOI and SWPPP at the construction site until project completion. f. Implement the SWPPP prior to any land disturbance. g. Inspect and maintain BMPs outlined in MTR1000004. h. At completion, submit a Notice of Termination (NOTS) 1 http://www.kalispell.com/DocumentCenter/View/1025/Ordinance-1600-PDF 2 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/WPBForms/pdf/SWC%20SWPPP%202.1.pdf 3 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/WPBForms/pdf/SWC NOI.pdf 4 http://deq.mt.gov/Portals/112/Water/WPB/MPDES/General%20Permits/MTR100000PER.pdf 5 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/WPBForms/pdf/NOT.pdf 87 Click to Return to Index ►moi. "iVMM 8.1.713.11 Chapter 8- Storm Sewer System ►�M M.:WM II. Less than an acre: a. Complete CK Stormwater Management Plan checklist b. Provide a narrative of how BMPs will be implemented c. Apply for CK Stormwater Management Permit a minimum of 5 days prior to construction ($10). C. Maintenance Responsibility I. The property owner or owner's agent is responsible to ensure BMPs are used, maintained, and repaired to verify compliance with performance standards. II. After all land -disturbing activities are complete and the site has been permanently stabilized, maintenance and the prevention of erosion and sedimentation is the responsibility of the property owner. D. Inspections and Records I. Site Inspections a. Permittee shall perform a site inspection every 14 days and after major storm events to ensure all BMPs are constructed and functioning correctly. b. Inspections shall be documented in written form, kept on the project site, and made available for review by the CK. E. Enforcement I. See Section 9 of CK Ordinance 16001 F. Construction Best Management Practices (BMPs) I. Refer to: a. Erosion and Sediment Control BMP Manual (January 2015) - MDT2 b. Storm Water Management During Construction Field Guide for BMPs MDEQ3 8.1.8 BR -7 Operation and Maintenance (O&M) A. Responsibilities: I. Stormwater structures and conveyance within the CK right-of-way shall be maintained by the CK. II. The project owner (property owner) shall provide for the perpetual maintenance of all stormwater elements located outside of the right-of- way. 1 http://www.kalispell.com/DocumentCenter/View/1025/Ordinance-1600-PDF 2 https://www.mdt.mt.gov/publications/docs/manuals/env/bmp-manual jan15.PDF 3 https://deq.mt.gov/Portals/112/Water/WPB/MPDES/pdfs/montfieldguide,revised4-4-14.pdf 88 Click to Return to Index Chapter 8- Storm Sewer System III. High -frequency maintenance of vegetated cover, turf grass, and other landscaping inside the CK right-of-way and within easements that accommodate CK road runoff is the responsibility of the adjacent property owner, Home Owners Association (HOA), or Property Owners Association (POA). B. HOAs and POAs Requirements I. For privately maintained stormwater systems in residential neighborhoods or commercial areas with multiple lot owners, an HOA or POA shall be formed to maintain the facilities located outside the CK right-of-way. II. A draft copy of the HOA CC&Rs, or POA Reciprocal Agreement shall be submitted as part of the Drainage Submittal review package. The CC&Rs or Reciprocal Agreement shall: a. Summarize the maintenance responsibilities b. Summarize the fiscal responsibilities c. Reference the O&M Manual III. HOAs and POAs are to be non-profit. A standard business license is not acceptable for this purpose. C. O&M Manual I. Requirements: a. An O&M Manual is required for all projects meeting the regulatory threshold. II. Minimum Content: a. Description of the entity responsible for the perpetual maintenance of all facilities associated with the stormwater system, including legal means of successorship; b. A list of contact names, phone numbers, and addresses of the entities responsible for the perpetual maintenance of all facilities associated with the stormwater system; c. Description of maintenance tasks to be performed and their frequency; d. An inspection list to be used for the annual inspections (See Appendix H2 - Facility Inspection Checklist); e. A list of the expected design life and replacement schedule of each component of the stormwater system; and f. A general site plan (drawn to scale) showing the overall layout of the site, all the facilities associated with the stormwater system, and their elevations. 89 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System D. Maintenance Permit & Waiver of Protest for SID I. Requirements: a. The Stormwater Maintenance Permit Application' shall be completed prior to project approval. b. Annual inspections and 5 -yr permit renewals are required. c. A signed copy of the Waiver to Protest the Formation and Participation in a Special Improvement District shall be submitted as part of the Drainage Submittal (see Appendix H3 - Example to Protest SID). d. The agreement shall be recorded in the office of the Clerk and Recorder for Flathead County, Montana. E. Financial Plan I. Requirements: a. The financial plan shall be submitted as part of the Drainage Submittal. b. List all stormwater-related facilities and their expected date of replacement and associated costs; c. Sinking fund calculations which take into consideration the probable inflation over the life of the infrastructure and estimates the funds that need to be set aside annually; d. A mechanism for initiating and sustaining the sinking fund account demonstrating that perpetual maintenance of all facilities associated with the stormwater system will be sustained. F. Failure to Maintain I. If the required maintenance and repairs are not being performed and inhibit the intended function of the stormwater system, the CK may hire a contractor to perform the required maintenance and bill the HOA, POA, or responsible property owner. II. In the event that the HOA, POA, or responsible property owner fail to perform the required maintenance and repairs to the stormwater facility and inhibit the intended function of the stormwater system, a stormwater maintenance district program may be formed in accordance with § 7-12- 4102 MCA2 incorporating all the lots within a development. The taxes levied within the maintenance district shall be determined by the PWD with approval by the Kalispell City Council. 1 https://www.kalispell.com/545/Stormwater-Maintenance-Permit 2 https://www.leg.mt.gov/bills/mca/title 0070/chapter 0120/part 0410/section 0020/0070-0120-0410-0020.html 90 Click to Return to Index 8.1.98.11 Chapter 8- Storm Sewer System G. Maintenance Access Requirements I. Private Access a. Required when the stormwater facilities/structures are located 8 feet or more from an all-weather drivable surface. b. Horizontal alignment shall accommodate a Single -Unit Truck.' c. 12 -foot -wide, all-weather drivable surface: i Concrete; ii Asphalt; iii Gravel; iv Reinforced turf (Grasspave 2 by invisible structures, or approved equal). II. CK Access a. Recommended for all accesses but required for CK maintained facilities. b. Provide all items in section I above, and c. Turn around required when: i Road is longer than 150 feet. ii Long, winding, or steep conditions where backing would be difficult. 8.1.9 Parcels and Easements A. Parcels I. Required for: a. Facilities that serve more than one commercial parcel or ownership. b. Flow control and treatment facilities. c. Facilities associated with a stormwater system serving a residential development located outside of the public right-of-way. d. Drainage ditches located in residential neighborhoods. II. Parcel limits may have to be delineated with a permanent fence when located near property lines or a natural drainage way. B. On -Site Easements I. Shall grant rights for access, maintenance, operation, inspection, and repair to the entity in charge of the maintenance and operation of the stormwater system. II. Shall grant the CK the right for ingress/egress over the easement for inspection, maintenance, or repair. 1 AASHTO Geometric Design of Highways and Streets 91 Click to Return to Index ►moi. "iVMM 8.1.98.111 Chapter 8- Storm Sewer System ►�M M.:WM III. Shall be drafted by the project owner for review by the City Engineer and recorded by the project owner. IV. If not in a parcel, stormwater elements outside of the public right-of-way shall be placed in drainage easements. V. For Pipe and Appurtenances: a. Shall be wide enough to allow construction of all improvements, including site disturbances, and access to maintain, repair, or replace the pipe and appurtenances without damage to adjacent structures or incurring costs for shoring or special equipment. i Minimum width of 20 feet. b. Storm drain shall be centered 7 feet from either edge of easement. c. Shall not straddle property lines. d. Shall be offset a minimum of 5 feet from sidewalk. e. No storm pipe in a drainage easement shall have its centerline closer than 5 feet to a private rear or side property line. VI. For ditches and natural drainage ways: a. Shall be wide enough to contain the runoff from a 100 -yr 24 -hr storm event for the contributing stormwater basin. b. Shall not straddle property lines. VII. For access roads and turnarounds: a. Shall be a minimum of 20 feet wide. C. Off -Site Easements I. Shall be recorded separately from plat documents, with the clerk and recorder's reception number placed on the face of the plat. II. Shall grant the CK the right for ingress/egress over the easement for inspection, maintenance, or repair. III. The following shall be submitted to the City Engineer for review and approval: a. A legal description of the site stamped and signed by a surveyor; b. An exhibit showing the entire easement limits and easement bearings, stamped and signed by a surveyor; c. Proof of ownership for the affected parcel(s) and a list of signatories; d. A copy of the draft easement. IV. For plats and binding site plans, the off-site drainage facility shall be clearly identified on the plans and operation and maintenance responsibilities shall be clearly defined prior to acceptance of the project. 92 Click to Return to Index 8.2.3E.II Chapter 8- Storm Sewer System 8.2. CONSTRUCTION STANDARDS 8.2.1 General A. Storm systems shall constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSS1, as modified by the CK Special Provision2 for Storm Drain Systems and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 8.2.2 Offsets A. Storm mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 24. B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 -foot vertically from sewer mains and services. 8.2.3 Culverts and Storm Main A. Corrugated Metal Pipe (CMP) I. Shall be rubber gasketed and securely banded B. Polyvinyl Chloride (PVC) I. Pipe shall be installed following procedures outlined in ASTM D2321 II. Joints shall conform to ASTM D3212, and gasket shall conform to ASTM F477 III. Pipe must be a minimum of SDR 35 or a constant stiffness thermoplastic pipe and meet the requirements of ASTM D3034 or ASTM F949, respectively. C. Ductile Iron (DI) I. Joints shall be flanged, bell and spigot, or restrained mechanical joint. D. Reinforced Concrete Pipe (RCP) I. Joints shall be rubber gasketed. E. High Density Polyethylene (HDPE) I. Pipes shall have a smooth interior and annular exterior corrugations II. Joints shall be watertight according to ASTM D3212. Gaskets shall meet ASTM F477 1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/482/Special-Provision-02720-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 4 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 93 Click to Return to Index ►moi. "iVMM ►�M M.:WM Chapter 8- Storm Sewer System III. Corrugated couplings shall be split collar, engaging at least 2 full corrugations. IV. ADS N-12 smooth interior or approved equal. F. High Density Polypropylene (HDPP) I. Pipes shall have a smooth interior and annular exterior corrugations meeting ASTM F2736 (12-30") or ASTM F2881 (36" - 60"), and AASHTO MP -21. II. Joints shall include a gasketed integral bell and spigot joint meeting the requirements of ASTM F2736 or ASTM F2881, for the respective diameters. III. Corrugated couplings shall be split collar, engaging at least 2 full corrugations. 8.2.4 Structures A. Shall be as shown in Standard Details. B. Open grates shall only be used in paved areas. 8.2.5 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4 -inch and meeting the migration requirements of the same standard (Section X.1.8). 94 Click to Return to Index Chapter 9- Transportation System 9.1.2C Chapter 9 Transportation System 9.1. DESIGN STANDARDS 9.1.1 General A. Roadway systems, including private roadways, shall be designed in accordance with the current edition of the Standards (this document), the current Manual on Uniform Traffic Control Devices', the current Kalispell Move 2040 Transportation Plane, the CK Subdivision Regulations3, and AASHTO "Green Book"4 Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. All roads within a proposed subdivision shall be designed by a professional engineer and approved by the City Engineer. C. All pedestrian facilities shall be ADA and/or PROWAG compliant. 9.1.2 Traffic Impact Study (TIS) A. Required for developments contributing 300 or more vehicle trips per day (AADT) to the CK street system per the City Engineer's analysis of the ITE Trip Generation Manual. TIS requirements increase with increasing trips contributing from the proposed development. A breakdown of TIS complexity can be seen in Table 7 - Traffic Impact Study (TIS) Categories and Requirements. B. Shall be prepared and stamped by a professional engineer with a Professional Traffic Operation Engineer (PTOE) certification. C. The development shall maintain or improve the existing LOS of the affected roadways. 1 https://mutcd.fhwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 2 https://kalispell.com/DocumentCenterNiew/467/Transportation-Plan-PDF 3 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 4 AASHTO — A Policy on Geometric Design of Highways and Streets 95 Click to Return to Index ranssortatio 0 Chapter 9- Transportation System rans.ortatio Table 7 - Traffic Impact Study (TIS) Categories and Requirements TIS CATEGORY TRIP GENERATION THRESHOLD [1] HORIZON YEAR(S) [2] STUDY AREA 0 Developments that are estimated to generate less than 50 trips during the highest peak hour. Opening year [3]. 1. Site access drives. 2. All major [41 signalized and unsignalized intersections within % roadway miles. 1 Developments that are estimated to generate greater than 50 but less than 250 vehicle trips during the highest peak hour. Opening year and 5 years into the future. 1. Site access drives. 2. All major signalized and unsignalized intersections within % roadway miles and all major driveways within 500 feet. 3. All roadway segments within 1/4 roadway miles of the project Site boundary. 2 Developments that are estimated to generate greater than 250 but less than 500 vehicle trips during the highest peak hour. Opening year plus 5 and 10 years into the future (phasing of the development must also be considered). 1. Site access drives. 2. All major signalized and unsignalized intersections and all major driveways within Y2 roadway miles of the project boundary. 3. All roadway segments within % roadway miles of the project site boundary. 3 Developments that are estimated to generate greater than 500 but less than 750 vehicle trips during the highest peak hour. Opening year plus 5, 10, 15 years into the future (phasing of the development must also be considered). 1. Site access drives. 2. All major signalized and unsignalized intersections and all major driveways within 1 roadway mile of the project boundary. 3. All roadway segments within 1 roadway mile of the project site boundary. 4 Regional development generating 750 or greater vehicle trips during the highest peak hour. Opening year plus 5, 10, 15, and 20 years into the future or as specified in the phasing schedule. 1. Site access drives. 2. All major signalized and unsignalized intersections and all major driveways within an impact area defined during a scoping meeting. 3. All roadway segments within an impact area defined during a scoping meeting. [1] The trip generation used for determining the TIS category shall not be reduced for internal or pass -by trips unless approved by the City Engineer. For developments with peaks different than the typical adjacent street peak such as churches, schools, shift work, sports complex, movie theater, etc., the peak hour of generation shall be calculated. [z] The traffic impact analysis shall consider the phasing of the development and make infrastructure improvement recommendations so existing level of services (LOS) is maintained or improved with each phase of the development. [3] Opening Year is either the year of full build out (smaller developments) of the development or completion of Phase 1 (larger, phased developments). [4] Major intersections include intersections where one of the roadways is a functional class greater than local and all legs have >800 vehicle trips per day. 96 Click to Return to Index Chapter 9- Transportation System 9.1.2D.II.e D. Complete in accordance with MDT requirements and nationally accepted standards. The Study shall contain the minimum content: I. Introduction and Executive Summary: Briefly describes the development and provides a summary of its potential traffic impacts. This chapter should identify the purpose of the report and highlight who conducted the analysis and why. There should also be a discussion of the study objectives to provide context for review of the report. The chapter should provide a short synopsis of the important findings and conclusions. The executive summary should be understandable as a stand-alone document. a. Purpose of Report and Study Objectives b. Executive Summary c. Chapter 1 Exhibits II. Proposed Development: Provides the narratives and exhibits necessary so the reviewer has a complete description of the proposed development. Descriptions should explain the time frame and stages/phases for the development, location of the site, planned land use, and intensity of the development. If the development will not take place all at one time, the site plan should illustrate the development -staging plan to highlight the location where each phase of the development will occur in relationship to the full project buildout. a. On -Site Development i Development Descriptions and Site Locations ii Land Use and Intensity iii Site Plan iv Development Phasing and Timing b. Study Area c. Off -Site Land Use and Development d. Site Accessibility e. Chapter 2 Exhibits 97 Click to Return to Index ranssortatio 9.1.2D.III Chapter 9- Transportation System rans 8 ortatio III. Analysis of Existing Conditions: Presents the analysis of existing conditions for the study area which serves as the base against which to measure the incremental traffic impacts of the proposed development. Specifically, this chapter should address the physical characteristics of the existing transportation system and any planned improvements, existing traffic volumes in the study area, level of service analysis, and documentation of all data used to complete the analyses. a. Physical Characteristics b. Traffic Volumes c. Capacity/Level of Service Analysis d. Sources of Data e. Chapter 3 Exhibits IV. Projected Traffic: Presents an analysis of future traffic volumes in the study area which should consist of background traffic, development traffic, and the additional off-site development traffic. Traffic volumes should be forecast for all horizon years. Because the quality of the traffic analysis depends upon the accuracy of the traffic projections, the preparer shall document all assumptions and methodologies used in the preparation of future traffic volumes so that the reviewer can assess the analysis for reasonableness and completeness. a. Background Traffic Forecasting b. On -Site and Off -Site Development Traffic Forecasting i Trip Generation ii Mode Split iii Determination of Pass -By and Linked -Trip Traffic iv Trip Distribution v Trip Assignment c. Build and Total Traffic d. Chapter 4 Exhibits 98 Click to Return to Index Chapter 9- Transportation System 9.1.3H V. Traffic and Improvements Analysis: Given the total projected traffic for each horizon year, Chapter 5 presents an analysis of the future traffic conditions, identifies needs, and analyzes alternative improvements for the study area. a. Proposed Site Access b. Future Capacity/Level of Service Analysis c. Queuing Analysis d. Multimodal Considerations e. Speed Considerations/Sight Distance f. Traffic Control Needs g. Traffic Signal Warrant Analysis h. Chapter 5 Exhibits VI. Conclusions and Recommendations: Provides a discussion of conclusions regarding the analysis of existing and future conditions. Based on the conclusions of the analysis, this chapter presents recommendations to mitigate identified operational and safety-related deficiencies. a. Conclusions b. Recommendations c. Chapter 6 Exhibits 9.1.3 Intersections A. Design in accordance with the current version of AASHTO A Policy on Geometric Design of Highways and Streets (AKA AASHTO Green Book). B. Streets shall intersect at 90° angles, if topography permits, but in no case shall the angle of the intersection be less than 75° for a minimum distance of 60 feet as measured along the centerline, from the right-of-way line at the intersecting street. C. No more than two streets may intersect at one point. D. Two streets meeting a third street from opposite sides shall meet at the same point, or their centerlines shall be offset at least 125 feet for local roads and 300 feet for collectors. E. Intersections of local streets with arterials shall be kept to a minimum. F. Maximum straight tangent grade of approach to any intersection shall not exceed 2% for 60 feet as measured from edge of transverse pavement to provide for adequate starting, stopping, and stacking distances. G. The minimum back of curb radii at street intersections shall meet requirements shown in the standard drawings for street classification. H. ADA ramps shall be provided on all legs of T -intersections and shall not be in approaches. 99 Click to Return to Index rans•ortatio 9.1.4 Chapter 9- Transportation System rans.ortatio 9.1.4 Traffic Calming A. Traffic calming devices should only be considered for installation when a known issue with speeding has been identified by CK PWD and has been supported by engineering traffic review. B. Traffic calming devices may not be installed in new developments. Transportation facilities in new developments should be appropriately designed to accommodate minimum design speeds. 9.1.5 Dead-end Streets A. Dead-end streets shall meet the requirements of Section 28.3.14 of the Subdivision Regulations'. B. Cul-de-sacs shall include a minimum 6 -foot boulevard and 5 -foot sidewalk. C. Temporary dead-end streets shall be approved by the Fire Chief and City Engineer. 9.1.6 Sight Distance A. Shall be determined by design speed as required by the AASHTO Green Book. B. A minimum of 200 -feet is required for all horizontal and vertical curves. 9.1.7 Collector and Arterial Streets A. Location shall comply with the Kalispell Growth Policy2, the current Area Transportation Plana, or any other major street and highway plan as adopted by the CK. B. The development of frontage roads or shared accesses serving new developments shall be used along collectors and arterials rather than the use of individual driveways or approaches. 9.1.8 Street Minimum Requirements: A. Design all streets geometries in accordance with Table 8. B. All streets shall be in substantial compliance with the most recent Transportation Plano. C. Other design elements identified in the Transportation Plan shall be added into design in addition to the minimum criteria described above, such as bike lanes, shared use paths, or on -street bike paths. 1 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 2 http://www.kalispell.com/DocumentCenter/View/465/Kalispell-Growth-Policy-Plan-It-2035-PDF 3 https://www.mdt.mt.gov/publications/docs/brochures/kalispell tranplan.pdf 4 https://www.kalispell.com/DocumentCenterNiew/467/Transportation-Plan-PDF 100 Click to Return to Index Chapter 9- Transportation System 9.1.9A.V Table 8 - Road Design Standards for Streets DESIGN STANDARDS MINOR MAJOR MINOR LOCAL ARTERIAL COLLECTOR COLLECTOR Minimum Right -of -Way 80 ft 80 ft 60 ft. 60 ft Minimum Pavement Width 38 ft 48 ft 34 ft 28 feu Maximum Grade 8% 8% 8% 8% Design Speed (DS) As approved by City Engineer 35 mph 25 mph 25 mph Minimum Horizontal Curve Length Based on DS 510 ft 198 ft 198 ft Crest minimum k -value Based on DS Based on DS Based on DS 12 Sag minimum k -value Based on DS Based on DS Based on DS 26 Crest Vertical Curve Length Based on DS Based on DS Based on DS 75 ft (min) Sag Vertical Curve Length Based on DS Based on DS Based on DS 75 ft (min) Cul-de-sac turnaround: a. Minimum back of curb radius 47 ft b. Minimum right-of-way radius 58 ft c. Maximum lengthI1' 600 ft 9.1.9 Traffic Control Signs, Street Name Signs and Street Names. A. General I. The developer shall provide and install necessary Traffic Control Signs in accordance with the MUTCD. II. Road Name Signs shall be installed at each intersection. III. New roads shall be assigned a road name when roads exceed 300 feet in length or serve 3 or more properties. Alleys shall not be considered roads for consideration of road names. IV. All proposed road names shall be submitted to the PWD for approval prior to preliminary plat submittal. V. A road naming assignment by the City to any road shall not constitute or imply jurisdiction, ownership, right of use, guarantee of access, or acceptance into the City road maintenance program. Private roads shall be designated by a PVT suffix to the road name with white letters on a blue background. 1 Measured from the centerline of the intersection to the center point of the cul-de-sac. 101 Click to Return to Index rans s ortatio 9.1.9B Chapter 9- Transportation System rans 8 ortatio B. Road Geometric Guidelines I. A road shall be essentially continuous, without gaps. II. If a road has a branch or branches, separate names shall be used for the minor branch(es). III. Each road shall have the same name throughout its entire length, except that a road name may change when, and only when, there is a substantial intersection or at municipal boundaries. C. Road Name Guidelines I. A proposed new road name which duplicates an existing or reserved road name (singular or plural form) in the City of Kalispell or Flathead County shall not be approved. II. Road names are limited to three words not including the road name suffix. III. A road name shall not exceed more than 20 characters including spaces and the road name suffix abbreviation. IV. A new road name shall not include numeric numbers, dashes, apostrophes, or other non -alphabetic characters. V. Because North, South, East and West are directional features of the addressing system and lead to confusing addresses if included as part of the name, cardinal directions shall not be part of any road name (e.g., Westview Road or Southpoint Dr. shall not be acceptable as new road names). VI. Articles (the, a, an) shall not be used to begin road names. VII. Road names cannot contain initials, abbreviations, or single letters. VIII. No road name shall be approved which begins with a word that appears as the first word in five or more official road names within Flathead County. IX. Road names shall not include obscene, racial, or derogatory terms. X. The primary name portion of a road shall not be abbreviated (e.g., Mount Charles Dr. not Mt. Charles Dr.) XI. Where a proposed road is a continuation of, or in alignment with, an approved road, it shall utilize the same road name as the approved road. A new road name shall be required if the proposed road is disconnected from the centerline of the existing road by n offset greater than 60 feet. XII. Road names should be consistent and singular for any particular road. The road name adopted by the City of Kalispell for roads within its jurisdiction shall be the officially recognized road name. XIII. The use of road name suffixes shall be consistent with the Flathead County Road Naming and Site Addressing Resolution. 102 Click to Return to Index Chapter 9- Transportation System 9.1.12H 9.1.10 Sidewalks: A. All developments shall have sidewalks which will allow pedestrians to safely travel from any part of the development to the boundaries of the development. B. Developments abutting existing or proposed roadways will be required to have sidewalks within the public right-of-way and parallel to the roadways. C. The minimum width of a sidewalk shall be 5 feet in City right-of-way and 8 feet in state right-of-way. D. Sidewalks are required on both sides of the street in all subdivisions. E. Sidewalks shall be separated from the street by a 6 -foot -wide boulevard for collectors or 9 -foot -wide boulevard for local streets. 9.1.11 Boulevard/Open Space: A. Boulevard/open space shall be landscaped in accordance with the CK Street Tree Ordinance' with a plan approved by the Kalispell Parks and Recreation Department (758-7718). 9.1.12 Multiple Use Paths: A. Non -motorized use paths shall be designed with a 20 -mph design speed and in accordance with the most recent version of AASHTO's "Guide for the Development of Bicycle Facilities" and "Guide for the Planning, Design and Operation of Pedestrian Facilities". B. Paths shall be a minimum of 10 feet wide. C. In limited instances, the PWD Director may require the path to be built to accommodate HS -20 loading if the path serves as an emergency or maintenance access route. D. No catch basins, valve boxes, curb boxes, or other utility appurtenances shall be located within the travel route of a path. E. Path signage shall conform to the most current MUTCD. F. In subdivisions, required paths shall be located within common areas owned and maintained by the property owners' association. G. The surfacing section required on paths shall be: I. 3 inches of asphalt on 8 inches of 3/4 inch minus crushed rock base compacted to 95% max dry density; or II. 4 inches of concrete on 6 inches of 3/4 inch minus crushed base compacted to 95% max dry density. H. Landings and ramps shall be constructed of concrete meeting sidewalk standards. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15213 &dbid=0&repo=Kalispell 103 Click to Return to Index ranssortatio 9.1.13 Chapter 9- Transportation System rans 4 ortatio 9.1.13 On -Street Parking: A. At intersections: I. Shall be outside of the clear sight triangle as detailed in Standard Details. II. The City Engineer reserves the right to increase clear sight triangles based on site specific conditions. B. Along streets: I. Shall not be permitted on: a. Arterials b. Collectors less than 34 feet in width as measured from edge of asphalt to edge of asphalt. c. Local streets less than 28 feet in width as measured from edge of asphalt to edge of asphalt. d. Any street with a rural road section. e. Streets not meeting sight distance per Section 8.1.5. C. Road classifications shall be defined as Principal Arterial, Minor Arterial, Collector Street, and Local Street as determined by the following: I. The most recent Transportation Plan as adopted by City Council of the City of Kalispell; and II. Transportation Impact Studies completed by a PTOE licensed in the State of Montana, reviewed and approved by the City Engineer; and III. Transportation analyses performed by Public Works Professional Engineering Staff, reviewed, and approved by the City Engineer. D. On -street parking analyses shall be performed by Public Works Professional Engineering staff or a PTOE licensed in the State of Montana, and shall be approved by the City Engineer. Parking restrictions considered in an on - street parking analysis may include: I. No parking any time; II. No parking during specified times; and/or III. No parking on one side of the street. 104 Click to Return to Index Chapter 9- Transportation System 9.1.13E.III.c.iA) E. On -street parking minimum standards shall be based on street classification, road width, and geometry as hereby described: I. Principal Arterials: a. For streets outside of the jurisdiction of the City of Kalispell, on -street parking shall be allowed as determined by the appropriate jurisdiction; and b. For City of Kalispell streets, on -street parking standards shall be the same as Minor Arterials. II. Minor Arterials and Major Collectors: a. On -street parking shall not be allowed unless an on -street parking analysis is completed, recommended by the City Engineer, and approved by the Police Chief, Fire Chief, Public Works Director, and City Manager. III. Minor Collector Streets: a. On -street parking shall not be approved on collector streets with any of the following findings: i Cross section: A) Is a rural street (no curbing); or B) A face of curb to face of curb width less than thirty-four feet; or ii Geometry: A) Sight distances below those required by the current version of the City of Kalispell Design and Construction Standards. b. On -street parking may be approved on one side of the street when an on -street parking analysis determines the findings of part a above are not met, and: i Cross section: A) The face of curb to face of curb width is less than forty-two feet; and B) Parking would not encroach into a travel lane. c. On -street parking may be approved on both sides of the street when an on -street parking analysis determines the findings of parts a and b above are not met, and: i Cross section: A) The face of curb to face of curb width is greater than or equal to forty-two feet. 105 Click to Return to Index ranssortatio 9.1.13F Chapter 9- Transportation System rans 8 ortatio F. Local Streets: I. On -street parking shall not be approved on local streets with any of the following findings: a. Cross section: i The pavement width is less than twenty-four feet; or b. Geometry: i Sight distances below those required by the current version of the City of Kalispell Design and Construction Standards. II. On -street parking may be approved on one side of the street when an on - street parking analysis determines the findings of part I above are not met, and: a. Cross section: i The pavement width is less than twenty-eight feet. III. On -street parking may be approved on both sides of the street when an on -street parking analysis determines the findings of parts I and II above are not met, and: a. Cross section: i The pavement width is greater than or equal to twenty-eight feet. G. Intersections: I. On -street parking shall not be approved: a. Within the eighty -foot clear vision triangle for speeds at or below 25 miles per hour unless otherwise indicated by an engineering analysis approved by the City Engineer; or b. Within the clear sight triangle for speeds above 25 miles per hour as defined by the most current version of AASHTO - A Policy on the Geometric Design of Highways and Streets, unless otherwise indicated by an engineering analysis approved by the City Engineer. 9.1.14 Driveways: A. Access and spacing shall comply with Table 9 - Access Spacing Guidelines. B. All new driveway locations and modifications to existing driveways shall be reviewed and approved by the PWD (per the Application for Driveway Construction) prior to beginning construction. C. All driveways shall be constructed per standard drawings ST.11 to ST.15. 106 Click to Return to Index Chapter 9- Transportation System 9.1.15A D. Maximum driveway widths shall be as follows: I. Single family residential: a. For lots with less than 80 feet of street frontage: 20 -feet b. For lots with more than 80 feet of street frontage: i 25% of total frontage, not to exceed 32 feet II. Duplex and multi -family residential: a. For lots with less than 96 feet of street frontage: 24 -feet b. For lots with more than 96 feet of street frontage: i 25% of total frontage, not to exceed 32 feet III. Commercial: a. For lots with less than 160 feet of street frontage: 40 -feet b. For lots with more than 160 feet of street frontage: i 25% of total frontage, not to exceed 2 approaches with maximum combined width of 60 feet. Table 9 - Access Spacing Guidelines Access Type Principal Arterial Minor Arterial Major Collector Minor Collector Local Road Residential Driveway No direct Access No direct Access No direct Access No direct Access As approved by PWD Commercial Driveway No direct Access No direct Access 660' 660' 100' Non -Continuous' Local Road No direct Access 660' 660' 660' 150' Continuous Local Roads No direct Access 1,320' 660' 660' 150' Collector Streets 2,640' 1,320' 660' 660' 660' Minor Arterials 5,280' 2,640' 1,320' 1,320' 1,320' Minimum Spacing Between Intersection and Nearest Driveway N/A N/A 330' 330' 100' for commercial driveways; 35' for residential driveways 9.1.15 Placement of Utilities: A. See Section 4.1.2. 1 "Non -continuous" roads refer to cul-de-sacs or short length streets, typically less than one-half mile in length, which do not cross the roadway providing access (three-legged intersections). 107 Click to Return to Index rans•ortatio 9.1.15B Chapter 9- Transportation System rans 8 ortatio B. All applicable laws, rules and regulations of appropriate regulatory authority having jurisdiction over utilities shall be observed. 9.1.16 Street Lighting A. General: I. All new streets and subdivisions shall adhere to these standards. a. All street lighting shall be designed to Flathead Electric Cooperative's (FEC) standards (See Table 8), unless the light assemblies are owned and maintained by an entity other than the City of Kalispell, (See Table 9) II. All light fixtures shall be full cut off as defined by the Illuminating Engineering Society of North America (IES). III. All lighting layouts must be approved by the PWD. IV. Light fixtures are required at all intersections, mailbox groups, and pedestrian bus stop locations. B. Lighting: I. Intersections: a. All streets shall have lighting on at least one corner of the intersection. If the street is four or more total lanes, two lights are required at diagonally opposite corners, or sufficient fixtures to provide minimum foot candle levels. II. Pedestrian Gathering Areas: a. At all mailbox groups, bus stops, and pedestrian pathway intersections with streets, a light fixture is required to indicate the location of this area. III. Streets a. Street lights shall be in accordance with the following tables and text. b. Light placement can vary from table spacing by a maximum of 15% with approval from the PWD. c. All streets shall be illuminated from both sides of the street. i When streets contain less than four total lanes, lights on one side shall be offset from the other side by the spacing criteria. ii When streets have four or more total lanes, lights on one side shall be offset from the other side by half the spacing criteria. 108 Click to Return to Index Chapter 9- Transportation System 9.1.16C.I1 d. If the road has sharp bends, lighting design must meet the average illuminance and illuminance uniformity criteria established in Table 11. Table 10 - FEC's Standards Classification Fixture Type and pole & ta e Type Spacing Minor Arterials; Major Collectors; Minor Collectors; and Local Streets in Commercial Areasm FEC's standard full cut-off LED cobra head w/Type 11 distribution on a 30 -foot pole, mounted to FEC Standard concrete pole bases. 80 LED 200 ft Local Streets In Residential Areas FEC's standard full cut-off LED cobra head w/Type 11 distribution for on a 30 -foot pole, mounted to FEC Standard concrete pole bases. 40 LED 250 ft e. For street lighting applications that do not conform to FEC's LED cobra head style standards, i.e., developer owned decorative fixtures in a subdivision; a sidewalk photometric plan must be submitted with light placement that meets the criteria shown in Table 11. Table 11 - Owner Metered/Maintained Classification Average Illuminance] (foot candles) Illuminance Uniformitym Ave/Min Pole Height (ft) Max lamp Wattage/type Minor Arterials; Major Collectors; Minor Collectors; and Local Streets in Commercial Areas 0.6 6 / 1 20-30 80 / LED Local Streets In Residential Areas 0.3 6 / 1 15-30 40 / LED f. Exceptions allowed if approved by the PWD. C. Submittals: I. Street lighting plans shall be submitted to the PWD for approval at the same time as the street plans. II. For all designs, submit design layout for placement of light fixtures. 1 Commercial as designated by the City of Kalispell. 2 Value to be measured on the sidewalk. 3 Value to be measured on the sidewalk. 109 Click to Return to Index ranssortatio 9.1.16C.II.a Chapter 9- Transportation System rans.ortatio a. For designs following the criteria established in Table 11, provide the following for approval: b. Photometric plan with iso -illuminance lines indicating appropriate foot-candle levels. c. On photometric plans, provide a table indicating average foot candles, ave/min ratios, and max to min ratios for roadways, sidewalks, and pedestrian intersections. 9.1.17 Traffic Calming Devices A. Shall be recommended by a traffic study completed by a PTOE. B. Shall not conflict with any operation and maintenance activities. 9.1.18 Mailbox Cluster A. Pullout area shall be concrete. B. Shall be ADA accessible. 9.2. CONSTRUCTION STANDARDS 9.2.1 General A. Roadway systems, including private roadways, shall be constructed in accordance with the current edition of the Standards (this document), the MPWSS1 and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Upon completion of roadway construction, a professional engineer shall certify the construction meets the requirements of the Standards. 9.2.2 Materials: A. Asphalt: I. All new roads or reconstructed roads shall be paved with a minimum of 4" of Type B (PG 58-28) asphalt binder and shall be accomplished in accordance with current MPWSS. B. Street Sub base: I. The sub base for streets shall be crushed stone in accordance with MPWSS Section 02234 and may include up to 3" minus material with at least one fractured face. Larger material may be approved on a case-by- case basis, with at least one fractured face. C. Crushed base: I. The crushed base for streets shall be 3/4" minus crushed stone in accordance with MPWSS Section 02235 and shall meet all requirements of said section. 1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComltemDetailsPage.aspx?Item ID=1 110 Click to Return to Index Glossary of Acronyms and Terms Glossary of Acronyms and Terms TERM AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute DEFINITION APWA American Public Works Association ARC Antecedent Runoff Condition ASTM American Society for Testing and Materials BMP Best Management Practice BMP Design Manual Montana Post -Construction Storm Water BMP Design Guidance Manual CC&R Conditions, Covenants, and Restrictions cfs Cubic Feet per Second CI Cast Iron CMP Corrugated Metal Pipe CN Curve Number CK City of Kalispell DEQ Department of Environmental Quality Development Conversion of previously undeveloped or permeable surfaces to impervious surfaces and managed landscape areas. Occurs on vacant land or through expansion of partially developed sites. DIP Ductile Iron Pipe ESC Erosion and Sediment Control FEC Flathead Electric Cooperative FEMA Federal Emergency Management Agency FHWA Federal Highway Administration FIRM Flood Insurance Rate Map fps feet per second FS Factor of Safety GW Grate Width GSC Geotechnical Site Characterization HDPE High Density Polyethylene HDPP High Density Polypropylene HGL Hydraulic Grade Line 111 Click to Return to Index cis in 0 0 Glossary of Acronyms and Terms L (13 0 C7 TERM HOA IBC IDF ITE Institute of Transportation Engineers LED Light Emitting Diode LOS Level of Service MDEQ Montana Department of Environmental Quality MDT Montana Department of Transportation MFE Municipal Facilities Exclusion MJ Mechanical Joint MPWSS Montana Public Works Standard Specifications Natural Drainage Way A channel with a defined channel bed and banks that are part of the natural topography DEFINITION Homeowner's Association International Building Code Intensity Duration Frequency NAVD 88 North American Vertical Datum 1988 NDW Natural Drainage Way NOAA National Oceanic and Atmospheric Administration NPDES National Pollution Discharge Elimination System NRCS Natural Resources Conservation Service O&M Operation and Maintenance OSHA Occupational Safety and Health Administration POA Property Owner's Association Pollutant Generating Any surface where pollutants can be generated including, but not limited to Surface roofs, landscape areas, driving surfaces, and parking areas. Professional Engineer Montana Licensed Professional Engineer (AKA PE, MT PE, or Engineer) PTOE Professional Traffic Operations Engineer PVC Polyvinyl Chloride PWD Public Works Department RCP Reinforced Concrete Pipe Rebar Reinforcing Bar Redevelopment Replacement of impervious surfaces on a fully developed site. Occurs when existing facilities are demolished and rebuilt or substantially improved through reconstruction. SCS Soil Conservation Service 112 Click to Return to Index Glossary of Acronyms and Terms TERM sf Standards DEFINITION Square Foot Current City of Kalispell Standards for Design and Construction TMDL Total Maximum Daily Load Stormwater Facility Any conveyance swale , ditch, pond, storage facility, structure, or BMP TPH Total Petroleum Hydrocarbons TSS Total Suspended Solids USCS Unified Soil Classification System USGS United States Geological Survey VCP Vitrified Clay Pipe WSDOT Washington State Department of Transportation 113 Click to Return to Index V) 0 Appendix A — Checklist for Identifying Wetlands Appendix A - Checklist for Identifying Wetlands Checklist for Identifying Wetlands Site Data Subdivision/Parcel: Completed by: Evaluation date: Site visit date: Location: Township Range Section (1/41/4) Physical Address: Wetland Checklist: Pre Site Visit Survey The following questions should be answered prior to a site visit using publicly available tools. If the response to any of these questions is yes, it is possible that a wetland is present on the parcel and the Site Visit Survey portion of this checklist should be completed. If no "Yes" answers, wetlands may still be present and wetlands should still be considered during the site visit. Yes No 1. Does the parcel or any adjacent parcels include U.S. Fish and Wildlife ❑ ❑ Service National Wetland Inventory (NWI) mapped wetlands? Refer to U.S. Fish and Wildlife Service National Wetlands Inventory maps (http://www.fws.gov/nwi/). 2. Does an aerial photo of the parcel or any adjacent parcels show surface water? Refer to current aerial photo of property and other maps including U.S. ❑ ❑ Geological Survey topographic maps and digital hydrography layers (http://nhd. usgs. qov/). ❑ 1113. Is the parcel or any adjacent parcels located within the 100 -year floodplain? Refer to current floodplain maps available through County floodplain administrators. 4. Are there any streams, canals, ditches, or drainages present on the parcel 111 111 including any adjacent parcels? Refer to current aerial photo of property and other maps including U.S. Geological Survey topographic maps and digital hydrography layers (http://nhd. usgs. qo J. 5. Does the parcel or any adjacent parcels have hydric soils mapped? Refer to the most current soil survey data available through the Natural Resources Conservation Service (http://soils.usda.gov/). 6. Is there documentation of shallow groundwater on the parcel, or any adjacent parcel? Refer to groundwater data sets available from County Environmental ❑ ❑ Health Departments. 114 Click to Return to Index Appendix A — Checklist for Identifying Wetlands Wetland Checklist: Site Visit Survey liMir Wetland Indicators The following questions are for use during a site visit and will help determine if a wetland may be present at the parcel and if it is likely to be regulated by federal, state or local laws or regulations. If you check "yes" for any wetland indicators below, a Wetland Assessment outlined in the Kalispell Stormwater Quality Management Plan is required. The assessment must be performed by a wetland expert. The Stormwater Quality Management Plan can be obtained from the Kalispell Public Works Department. Yes No Wetland Hydrology ❑ ❑ 7. Is standing or flowing water observed at the parcel during the growing season? ❑ ❑ 8. Is the soil waterlogged during the growing season? ❑ ❑ 9. Are there water marks on any trees, shrubs, fence lines, buildings, etc.? ❑ ❑ 10. Optional (if you have had wetland delineation training) are there any primary or secondary hydrology indicators present? Wetland Vegetation 11. Does the parcel have plant communities that commonly occur in areas having ❑ ❑ standing water for part of the growing season (e.g. cattail marshes, sedges, bulrush, willows)? ❑ ❑ 12. Are any of the plants shown in the guide to `Common Wetland Plants of Western Montana' present? ❑ ❑ 13. If the parcel has been cleared of vegetation or mowed, are there adjacent areas that have plant communities or wetland plants connected to the parcel? Wetland Soils 14. Does soil show any hydric indicators (consists of predominantly decomposed ❑ ❑ plant materials, thick layer of decomposing plant material on the surface, sulfur odor, or soil is bluish gray)? ❑ ❑ 15. Is there standing water or is the soil surface either saturated or inundated? 16. Are the soils wet at or near the surface during dry summer periods? 115 Click to Return to Index a) Appendix B1 — Swale Flood Test Appendix B1 - Swale Flood Test Purpose The swale flood test verifies the path of flow into a swale and the drawdown time of a bio -infiltration swale. The flood test shall be conducted, when required, after the swale has been constructed and the vegetation has been established, i.e., is not in danger of being washed out when water is introduced into the swale. Procedure 1. Introduce clean water into the swale by directing the water (via hose from a hydrant or other clean water source) along the curb and gutter upstream of the swale inlet. 2. Raise the water level in the swale until it reaches 6 inches in depth (typically to the rim of the drywell or catch basin). Discontinue flow and note the time; this is the beginning of the flood test. 3. If the swale is draining rapidly, the progress is observed, and when the swale is empty, the time is documented, and the flood test has ended. 4. If the swale is not draining, measure the depth of water currently in the swale, documenting the time, and return to the swale site at a later time in order to verify that the swale has completely drained within 72 hours. Appendix B2 - Pond Flood Test Purpose The Pond Flood Test Method verifies drawdown time of a stormwater disposal facility, such as a detention pond. The pond flood test shall be conducted, when required, after the pond has been constructed, and after vegetation has been established, i.e., is not in danger of being washed out when water is introduced into the pond. Procedure 1. Introduce clean water into the pond. Use some form of splash -guard or diffuser device to prevent surface erosion of the pond. 2. Raise the water level in the pond until it reaches operational depth ,i.e., to the invert elevation of the first outlet device (culvert, orifice, weir, etc.). Discontinue flow. 3. Document the time and measure the depth of water in the pond; this is the beginning of the pond flood test. 4. The pond's ability to drain is observed. If the pond appears to be emptying rapidly, as soon as the pond is empty, the time is documented, and the flood test has ended. 5. If the pond is not draining, or is draining very slowly, measure the depth of water currently in the pond, documenting the time, and return to the pond site at a later time in order to verify that the pond has completely drained within 72 hours. NOTE: Contact the City Engineer for specific requirements for this Test Method. Some ponds will be large enough that a pond flood test may not be the most efficient method of determining drawdown time or infiltrative ability. Consideration may need to be given to other types of infiltrative test methods, such as the double -ring infiltrometer test. 116 Click to Return to Index Appendix C — BMP T5.100 API (Baffle Type) Separator Bay Appendix C - BMP T5.100 API (Baffle Type) Separator Bay1 Design Criteria The design criteria for small drainages are based on the design velocity, oil rise rate, residence time, width, depth, and length considerations. As a correction factor, the American Petroleum Institute (API) turbulence criterion is applied to increase the length. Ecology is modifying the API criterion for treating stormwater runoff from small drainage areas (fueling stations, commercial parking lots, etc.) by using the design hydraulic horizontal velocity, Vh, for the design Vh/V, ratio rather than the API minimum of Vh/Va = 15. The API criterion appears applicable for greater than two acres of impervious drainage area. Performance verification of this design basis must be obtained during at least one wet season using the test protocol referenced in Section 5.12 for new technologies. The following is the sizing procedure using the modified API criterion: • Determine the oil rise rate, V, in cm/sec, using Stoke's Law (Water Pollution Control Federation, 1985), or empirical determination, or 0.033 ft./min for 60°F oil. The application of Stoke's Law to site-based oil droplet sizes and densities, or empirical rise rate determinations recognizes the need to consider actual site conditions. In those cases the design basis would not be the 60 micron droplet size and the 0.033 fiimin. rise rate. + Stoke's Law equation for rise rate, Vi* (cm/sec): Vl= g(c,,, -ao)D2 /1811w) Where: g = gravitational constant (981 cm/sec2) D = diameter of the oil particle in cm Use oil particle size diameter D=60 microns (0.006 cm) a* =0.999 grnlcc. at 32°F cr.: Select conservatively high oil density, for example: if diesel oil @ ab = 0.85 grnlcc and motor oil @ ¢o = 0.90 can be present, then use au= 0.90 gm/cc tlw = 0.017921 poise, gm/cm -sec at Tw = 32°F (See API Publication 421, February, 1990) * Use the following separator dimension criteria.. Separator water depth d = between 3 and 8 feet to minimize turbulence (API, 1990; US Army Corps of Engineers, 1994) Separator width w = between 6 and 20 feet (WEF & ASCE, 1998; King County Surface Water Management, 1998) 1 Source Section 5.10.7 of the Stormwater Management Manual for Eastern Washington. 117 Click to Return to Index Appendix C — BMP T5.100 API (Baffle Type) Separator Bay Depth to width ratio dlw = between 0.3 and 0.5 (API, 1990) For stnrmwater Inflow from drainages Tess than 2 acres: • Determine Vt and select depth and width of the separator section based on above criteria. * Calculate the minimum residence time (tut) of the separator at depth (d): trn = dIV t • Calculate the horizontal velocity of the bulk fluid, Vh, vertical cross- sectional area, A,., and actual design V,,fVt (American Petroleum Institute, 1990; US Army Corps of Engineers, 1994). Vti = Q/dw = Q/A,, (Vh maximum at < 2.0 ftlmin; American Petroleum Institute, 1990) Q = 2.15 times the water quality design flow rate in ft3/min, at minimum residence time, t� At Vh/V, deterrnine F, turbulence and short-circuiting factor (Appendix V -D of the SWMMWW) API F factors range from 1.28-1.74. (American Petroleum Institute, 1990) * Calculate the minimum length of the separator section, l(s), using l(s) = FQtofwd = F(Vh/V,)d 1(0 =1(0 + 1(s) +1(a) 10) =1(t)#3 + 1(s) + I(t}!4 Where: 10) = total length of 3 bays 1(0 = length of forebay 1(a) = length of afterbay ■ Calculate V=1(s)wd = FQtm, and Ah = wl(s) V = minimum hydraulic design volume An = minimum horizontal area of the separator 118 Click to Return to Index Appendix D — Flow Spreader Options Appendix D - Flow Spreader Options Flow spreaders function to uniformly spread flows across the inflow portion of water quality facilities. • Anchored plate (Option A) • Concrete sump box (Option B) • Notched curb spreader (Option C) • Through -curb ports (Option D) • Level spreader trench (Option E) Options A through C and E can be used for spreading flows that are concentrated. Any one of these options can be used when spreading is required by the facility design criteria. Options A through C and E can also be used for unconcentrated flows, and in some cases must be used, such as to correct for moderate grade changes along a filter strip. Options D is only for flows that are already unconcentrated and enter a filter strip or continuous inflow biofiltration Swale. Anchored plate (Option A) An anchored plate flow spreader shall be preceded by a sump having a minimum depth of 8 inches and minimum width of 24 inches. The top surface of the flow spreader plate shall be level, projecting a minimum of 2 inches above the ground surface of the water quality facility, or v -notched with notches 6 to 10 inches on center and 1 to 6 inches deep (use shallower notches with closer spacing). Alternative designs are allowed. A flow spreader plate shall extend horizontally beyond the bottom width of the facility to prevent water from eroding the side slope. The horizontal extent should be such that the bank is protected for all flows up to the 100 -year flow or the maximum flow that will enter the WQfacility. Flow spreader plates shall be securely fixed in place. Flow spreader plates may be made of either wood, metal, fiberglass, reinforce plastic, or other durable material. Anchor posts shall be 4 -inch square concrete, tubular stainless steel, or other material resistant to decay. Concrete sump box (Option B) The wall of the downstream side of a rectangular concrete sump box shall extend a minimum of 2 inches above the treatment bed. This serves as a weir to spread the flows uniformly across the bed. The downstream wall of a sump box shall have "wing walls" at both ends. Side walls and returns shall be slightly higher than the weir so that erosion of the side slope is minimized. Notched curb spreader (Option C) Concrete for a sump box can be either cast -in-place or precast, but the bottom of the sump shall be reinforced with wire mesh for cast -in-place sumps. Sump boxes shall be placed over bases that consists of 4 inches of crushed rock, 5/8 -inch minus to help assure the sump remains level. Notched curb spreader sections shall be made of extruded concrete (or equivalent) laid side by side and level. Typically five "teeth" per four -foot section provide good spacing. The space between adjacent "teeth" forms a v- notch. 119 Click to Return to Index Appendix D — Flow Spreader Options Through -curb ports (Option D) Unconcentrated flows from paved areas entering continuous inflow biofiltration swales can use curb ports to allow flows to enter the swale. Curb ports use fabricated openings that allow concrete curbing to be poured or extruded while still providing an opening through the curb to admit water to the WQfacility. Openings in the curb shall be at regular intervals but at least every 6 feet (minimum). The width of each curb port opening shall be a minimum of 11 inches. Approximately 15 percent or more of the curb section length should be in open ports, and no port should discharge more than about 10 percent of the flow. Level Spreader Trench -pea gravel (Option E) The trench shall be a 2' by 2' trench filled with pea gravel. v-rictched or Ievcl plate spreader anchor posts spaced e` O.C. or at each end if width < 8' 2' min, —i Flows Spreader Option A: Anchored Plate protection at outfalls } 1 PLAN VIEW NTS rock rip rap 8' Vein.) - 2 ruin. Extend into slope to protect from the 100 year ltow or the highest flaw entering water qualJty facil iiy, edge of sand ripra p pond side slope gravel layer existing grade Altamative Design Catch basin recommended for higher how situations (generally for inflow velocities of 5 fps or greater for 100 year storm). inlel pips 21' Irthi level spreader plate bot:ed rfl anchor post Z (min} embedded into edJsting ground SECTION A -A NTS 120 Click to Return to Index Appendix D — Flow Spreader Options FLOW SPREADER OPTIONS: CONCRETE SUMP BOX Example of a concrete sump flow spreader used with a biofiltration Swale {rnay be used with other WO facilities). concrete sump outfall nprap pad side with wing walls see note Rock protection at outfall PLAN VIEW NTS inlel pipe wing wail outline 2" miry, clearance Note: Extend sides into slope_ Height of side wall and wing walls must be sufficient to handle the 100 -year flow or the highest flow entering the facility. 5? concrete sump {4" wall thikknessl 2 rrihri- SECTION A -A NTS L'h; •� LI Itrain.} SECTION B -B NTS 121 Click to Return to Index A Appendix D — Flow Spreader Options FLOW SPREADER OPTION C: NOTCHED CURB SPREADER FRONT VIEW A -A NTS PLAN VIEW NTS SECTION B NTS reinforce as necessary mow SPREADER OrnoN D: THROUGH -CURB PORT reinforced concrete curb 4 ' opening 11" m grass Tiller grip CURB PORT NTS 122 Click to Return to Index Appendix D — Flow Spreader Options BFDF1LTER--\\ CURB CUT PLAN VIEW CURE CUT RIP AR INFLOW (19• DEPTH. CLASS I) PROFILE VIEW • 10110T1-1 LEVEL SPREADER TRENCH {PEA{3RAVEL) LEVEL SPREADER! 71J TRENCH (P€A GRAVFL) DETAIL: TYPICAL PEA aRAVEL LEVEL SPREADER Na-rs 123 Click to Return to Index x cu 0 0 Appendix E - Filter Strips Used for Pre -Treatment Appendix E - Filter Strips Used for Pre -Treatment Bioretention areas may utilize a filter strip as a pre-treatment measure. The required length of the filter strip depends on the drainage area, imperviousness, and the filter strip slope. The table below provides sizing guidance for using filter strips for pre-treatment. Sizing of Filter Strips for Pre-treatment (Source: Adapted from Georgia Stormwater Management Manual) Parameter Impervious Areasm Pervious Areas (Lawns, etc.)12' Maximum inflow approach length (feet) 35 75 75 100 Filter strip slope (max=5%) <2% >2% <2% >2% <2% >2% <2% >2% Filter strip minimum length (feet)13' 10 15 20 25 10 12 15 18 • Flow must enter the filter strip as sheet flow, designed to spread out over the width of the strip with a depth of 1 to 2 inches. • An effective flow spreader is a pea gravel diaphragm at the top of the slope (ASTM D 448 size no. 6, 1/8" to 3/8"). The pea gravel diaphragm (a small trench running along the top of the filter strip) serves two purposes. First, it acts as a pre-treatment device, settling out sediment particles before they reach the treatment BMP. Second, it acts as a level spreader, maintaining sheet flow as runoff flows over the filter strip. Other types of flow spreaders include a concrete sill and curb stops. 1 75 feet maximum impervious area flow length to filter strip. 2 150 feet maximum pervious area flow length to filter strip. 3 At least 25 feet is required for minimum pre-treatment of 10% TSS removal. Fifty feet is required for 50% removal 124 Click to Return to Index Appendix E — Filter Strips Used for Pre -Treatment Grass Channels Used for Pretreatment: Bioretention areas may utilize a filter strip as a pre-treatment measure. The length of the grass channel depends on the drainage area, land use, and channel slope. To be used as a pretreatment measure, the grass channel must have a minimum length of 20 feet. The Table below provides minimum lengths for grass channels based on channel slope and percent imperviousness (of the contributing drainage area). Grass Channel Sizing Guidance (Source: Georgia Stormwater Management Manual) Parameter < 33% Impervious Between 34% and 66% Impervious < 67% Impervious Slope (max = 4%) <2% >2% <2% >2% <2% >2% Grass channel min. length (feet) assumes 2 -ft bottom width 25 40 30 45 35 50 125 Click to Return to Index LU X 7-3C a) a a Appendix F — Planting Guidelines Appendix F - Planting Guidelines Planting Guidelines for: Detention Pond: Seed mixtures Common & Species Name Bulk Rate (Ib/ac) %of Mix Component Bluebunch Wheatgrass - Psuedoroegneria spicata (Goldar) 8 32 Thickspike Wheatgrass — Elymus lanceolatus (Critana) 5 20 Rough Fescue Festuca scabrella 3 12 Idaho Fescue Festuca idahoensis (Joseph) 6 24 Prairie Junegrass Koeleria macrantha (crastad) 3 12 Grass Totals: 25 100 Or Slender Wheatgrass Elymus trachycaulus (Revenue) 4 10 Mountain Brome Bromus marginatis (Bromar) 6 15 Annual Ryegrass Lolium multiflorum 6 15 Winter Wheat* 24 60 Cover Crop Totals: 40 100 _ GRAND TOTAL: 65 100 126 Click to Return to Index Appendix F — Planting Guidelines Planting Guidelines for: Infiltration facilities, Detention facilities, Swales, and Ditches Common & Species Name % of Mix Component Perennial Rye Grass 15 Intermediate Wheatgrass 46 Creeping Fescue 8 Tall Fescue Total 31 Redtop Bentgrass Total 100 Or Common & Species Name % of Mix Component Tall or Meadow Fescue 68 Seaside/ Creeping Bentgrass 10 Meadow Foxtail 10 Alsike Clover Total 6 Redtop Bentgrass 6 Blackeyed Susan Total 100 Planting Guidelines for Wetponds: Wetland Grasses Common & Species Name % of Mix Component Redtop Bentgrass 35 Meadow Foxtail 35 Russian Wildrye 20 Red Fescue Total 7 Bridsfoot Trefoil 2 Blackeyed Susan 1 Total 100 Or Common & Species Name % of Mix Component Redtop Bentgrass 35 Red Fescue 35 Meadow Foxtail 30 Total 100 127 Click to Return to Index Appendix F — Planting Guidelines Emergent Wetland Plant Species Recommend for Wetponds Upland Sites Pounds PLS per Acre Common Name (pure stand) % by weight Agropyron riparian Elymus trachycaulus Elymus lanceolatus Festuca idahoensis streambank wheatgrass slender wheatgrass thickspike wheatgrass Idaho fescue 5 6 6 3 30 20 30 20 Moist to Wet Sites Common Name Elymus glaucus Elymus trachycaulus Leymus triticoides Pascopyrum smithii blue wildrye slender wheatgrass creeping /beardless wildrye western wheatgrass 6 6 6 8 30 20 30 20 Emergent Species (inundated but dry out) Common Name Carex utriculata/rostrata Carex nebrascensis Carex lanuginosa Eleocharis palustris Juncus balticus Juncus tenuis Scirpus actus beaked sedge nebraska sedge wooly sedge creeping spiked rush baltic rush slender rush hard stemmed rush Inundated locations Common Name Bechmania syzigachne Carex aquatilis Carex utriculata/rostrata Eleocharis palustris Glyceria striata Juncus ensifolius Juncus mertensiana Juncus tenuis Sagittaria latifolia Scirpus microcarpus Scirpus americanus Scirpus acutus Typha latifolia western slough grass water sedge beaked sedge creeping spiked rush fowl mannagrass 3 stamen/dagger leaf rush Merten's rush slender rush arrowhead small fruited bulrush olney's bulrush hardstem bulrush cattail 128 Click to Return to Index Appendix F — Planting Guidelines shrubs Common Name Willows- with standing long inundation Salix dummondii Salix boothii Drummond willow Booth's willow Willows -requires longer dry period Salix exigua Salix bebbiana Salix geyeriana sandbar/coyote willow Bebb's willow Geyer's willow Moist upland shrubs -see also recommended species list from Native Plant Society Acer glabrum rocky mountain maple Amelanchier alnifolia serviceberry Cornus stolonifer red osier dogwood Eleagnus commutata silverberry Prunus virginiana chokecherry Ribes aurem golden current Sambucus racemosa elderberry Moist to wet forbs Iris missouriensis Mimulus lewisii Rocky Mountain iris red monkeyflower Notes: Regional distributors for wetland planting are 1)Windriver Seeds, 2) Blackfoot Native Plants, 3) Native West, 4) Western Native Seeds, 5)Wind Flower Native Plants 129 Click to Return to Index Appendix G1- Example Calculation - Non -Flooded Width Appendix G1 - Example Calculation - Non -Flooded Width GIVEN A crowned road with a uniform gutter section (as illustrated), assuming an equal flow rate on each side of the road. • Flow rate (Q) = 4.2 cfs • Gutter width (W) = 1.5 feet • Road/Gutter cross slope (SX) = 0.02feet/foot • Longitudinal slope (SL) = 0.01 feet/ft • Manning's friction coefficient, n = 0.016 • Road width (RW) = 30 feet CALCULATIONS 1. Calculate the spread (T) for half of the roadway. T 0.375 0.33 (4.(0.01 0.56 (0.02}1.67 (0-00°5T —[ Q n 0.56 S1, } .s =12.4 feel 2. Calculate the non -flooded width using the following relationship for crowned roadways, and then verify that the non -flooded width is within the allowable limit. Non -flooded width 2[(1/2)(RW) + W —T)] = 2[(1/2)(30) + 1.5 —12.4)] 8.2 feet < 12 feet FAIL* *The minimum non -flooded width is 12 feet for local roads. Therefore, the design fails to meet the required non -flooded road width criteria. The design will need to be altered, i.e., try an additional inlet placed at an intermediate location, contributing basins redefined, new flow rates calculated, and the above steps repeated. 130 Click to Return to Index Appendix G2 — Example Calculation — Grate Inlet Capacity Appendix G2 - Example Calculation - Grate Inlet Capacity GIVEN A crowned private road with a uniform gutter section (as illustrated), assuming an equal flow rate on each side of the road. • Flow rate (Q) = 2.5 cfs • Gutter width (W) = 1.5 ft • Grate width (GW) = 1.67 feet • Road/Gutter cross slope (Sx) = 0.02 feet/foot • Longitudinal slope (SL) = 0.03 feet/foot • Manning's friction coefficient, n = 0.016 • Road width (RW) = 30 feet T CALCULATIONS 1. Determine the runoff from the contributing basin at the high point to the first inlet; • For this example, the design flow rate (Q) is given as 2.5 cfs 2. Select an inlet and note the grate width. • For this example, the grate width (GW) is given as 1.67 ft 3. Calculate the spread (T) for half of the roadway. T=i0 11 - ' 0.56 SYc •: {2.50.016) 0.56 (0.02)1670.03)G' 017`, = 8.31feet 4. Calculate the non -flooded width using the following relationship, and then verify that the non -flooded width is within the allowable limit: Non -flooded width = 2[(1/2)(RW)+W—T)] = 2[(1/2)(30) + 1.5 —8.31)] = 16.38 feet > 12 feet OK* *The minimum non -flooded width is 12 feet for private roads. Therefore, design has met the required non -flooded road width criteria. 5. Calculate the inlet bypass flow: • With 35% clogging factor, grate width (GW) = 1.67(1 - 0.35) = 1.09' 131 Click to Return to Index Appendix G2 — Example Calculation — Grate Inlet Capacity g & —[(')— 2.5[.31-1.19 3 T 8.31 Therefore the capacity of the inlet = 2.5 —1.72 = 0.78 cfs =1.72cfs 5. Verify that the velocity does not exceed 5 feet/second. The velocity of flow directly over the inlet is calculated: -baa 2.5-1.72 4.6 la's < 5 &et/second OK" (GFild —Q. (G ( )] 1,09[(S.31)(O.0) —0.5(1.09X,0211 The analysis is then repeated with the next inlet. The bypass flow (QBp) from the previous inlet shall be added to the flow from the contributing basin to determine the total flow (Q) to the inlet at the station being analyzed. 132 Click to Return to Index Appendix H1 — Facility Maintenance Recommendations Appendix H1 - Facility Maintenance Recommendations The following are operation and maintenance tasks for Treatment BMPs and Flood Control Facilities and should be used to create the required Operation and Maintenance Manual. Maintenance of facilities is driven by annual inspections that evaluate the condition and performance of the stormwater facilities. Based on inspection results, specific maintenance tasks will be triggered. An annual maintenance inspection form for facilities can be accessed at CWP website: //www.cwp.org/Resource_Library/Center_Docs/SW/pcguidance/Tool6.pdf. A more detailed maintenance inspection form is also available from Appendix B of CWP (2004) and from the City of Kalispell Public Works Department. WET POND MAINTENANCE First -Year Maintenance Operations Successful establishment of wet ponds requires that certain tasks be undertaken in the first year. • Initial inspections: For the first six months following construction, the site should be inspected at least twice after storm events that exceed a 1/2 inch. • Planting of Benches: The aquatic benches should be planted with emergent wetland species. • Spot Reseeding: Inspectors should look for bare or eroding areas in the contributing drainage area or around the pond buffer, and make sure they are immediately stabilized with grass cover. • Watering: Trees planted in the pond buffer need watering during the first growing season, In general, consider watering every three days for first month, and then weekly during first year (Apr — Oct), depending on rainfall Inspections and Routine Maintenance Tasks Maintenance of wet ponds is driven by annual inspections that evaluate the condition and performance 0 the tacility (see Table below). Suggested Annual Maintenance Inspection Points for Wet Ponds Activity Measure sediment accumulation levels in forebay. Monitor the growth of wetland plant, tree and shrubs planted. Record species and approximate coverage, and note presence of any invasive plant species. Inspect the condition of stormwater inlets to the pond for material damage, erosion or undercutting. Inspect upstream and downstream banks for evidence of sloughing, animal burrows, boggy areas, woody growth or gully erosion that may undermine embankment integrity. Inspect the pond outfall channel for erosion, undercutting, rip -rap displacement, woody growth, etc. Inspect condition of principal spillway and riser for evidence of spalling, joint failure, leakage, corrosion, etc. Inspect condition of all trash racks, reverse sloped pipes or flashboard risers for evidence of clogging, leakage, debris accumulation, etc. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external pond side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. Note: For a more detailed maintenance inspection checklist, see Appendix B in CWP (2004) Stormwater Pond and Wetland Maintenance Guidebook. 133 Click to Return to Index Appendix H1— Facility Maintenance Recommendations x =a C v a a Q Maintenance is needed so stormwater ponds continue to operate as designed on a long-term basis. Wet ponds normally have less routine maintenance requirements than other stormwater treatment options. Stormwater pond maintenance activities range in terms of the level of effort and expertise required to perform them. Routine stormwater pond maintenance, such as mowing and removing debris or trash, is needed several times each year (See Table below). More significant maintenance such as removing accumulated sediment is needed less frequently, but requires more skilled labor and special equipment. Inspection and repair of critical structural features such as embankments and risers, needs to be performed by a qualified professional (e.g., a structural engineer) that has experience in the construction, inspection, and repair of these features. The maintenance plan should clearly outline how vegetation in the pond and its buffer will be managed or harvested in the future. Periodic mowing of the stormwater buffer is only required along maintenance rights-of-way and the embankment. The remaining buffer can be managed as a meadow (mowing every other year) or forest. The maintenance plan should schedule a shoreline cleanup at least once a year to remove trash and floatables. 134 Click to Return to Index Typical Wet Pond Maintenance Tasks and Frequency Maintenance Items Frequency • Pond buffer reinforcement plantings and planting of aquatic benches. One time - After First Year • Mowing — twice a year. Quarterly or After Major Storms • Remove debris and blockages. (>1 inch) • Repair undercut, eroded, and bare soil areas. • Shoreline cleanups to remove trash, debris and floatables. Annual • Full maintenance inspection. • Open up riser to access valves. • Repair broken mechanical components if needed. • Forebay Sediment Removal. 5-7 years • Repair pipes, riser and spillway where needed. 5-25 years 134 Click to Return to Index Appendix H1— Facility Maintenance Recommendations INFILTRATION MAINTENANCE Maintenance Inspections Annual site inspections are critical to the performance and longevity of infiltration practices, particularly for small-scale and conventional infiltration practices. Maintenance of infiltration practices is driven by annual inspections that evaluate the condition and performance of the practice (see Table below). Ongoing Maintenance Effective long-term operation of infiltration practices requires a dedicated and routine maintenance inspection schedule with clear guidelines and schedules, as shown in the Table below. Where possible, facility maintenance should be integrated into routine landscaping maintenance tasks. Suggested Annual Maintenance Inspection Points for Infiltration Activity The drawdown rate should be measured at the observation well for three days following a storm event in excess of 0.5 inch in depth. If standing water is still observed in the well after three days, this is a clear sign that that clogging is a problem. Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. Inspect the condition of the observation well and make sure it is still capped. Check that no vegetation forms an overhead canopy that may drop leaf litter, fruits and other materials that could clog the device. Evaluate the vegetative quality of the adjacent grass buffer and do spot reseeding if cover is less than 90%. Generally inspect the upland CDA for any controllable sources of sediment or erosion. Look for weedy growth on rock surface that might indicate sediment deposition or clogging. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external infiltration side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. 135 Click to Return to Index x =a C v a a Q Appendix H1— Facility Maintenance Recommendations Typical Maintenance Activities for Infiltration Practices Activity Schedule • Replace pea gravel/topsoil and top surface filter fabric (when clogged). • Mow grass filter strips as necessary and remove clippings. As needed • Ensure that contributing area, practice and inlets are clear of debris. • Ensure that the contributing area is stabilized. • Remove sediment and oil/grease from pretreatment devices, as well as overflow structures. • Repair undercut and eroded areas at inflow and outflow structures. Quarterly • Check observation wells following 3 days of dry weather. Failure to percolate within this time period indicates clogging. • Inspect pretreatment devices and diversion structures for sediment build-up and structural damage. • Remove trees that start to grow in the vicinity of the trench. Semi-annual Inspection • Clean out accumulated sediments from the pretreatment cell Annually 136 Click to Return to Index Appendix H1— Facility Maintenance Recommendations POND MAINTENANCE t Maintenance Inspections Maintenance of ED ponds is driven by annual inspections that evaluate the condition and performance of the facility (see Table below). Based on inspection results, specific maintenance tasks will be triggered. Common Maintenance Issues Ponds are prone to a high clogging risk at the low flow orifice. These aspects of pond plumbing should be inspected at least twice a year after initial construction. The constantly changing water levels in ponds make it difficult to mow or manage vegetative growth. The bottom of ponds often become soggy, and water -loving trees such as willows may take over. The maintenance plan should clearly outline how vegetation in the pond and its buffer will be managed or harvested in the future. Periodic mowing of the stormwater buffer is only required along maintenance rights-of-way and the embankment. The remaining buffer can be managed as a meadow (mowing every other year) or forest. The maintenance plan should schedule a shoreline cleanup at least once a year to remove trash and floatables that tend to accumulate in the forebay and on the bottom of ponds. Frequent sediment removal from the forebay or sump area is essential to maintain the function and performance of a pond. Maintenance plans should schedule cleanouts every 5-7 years, or when inspections indicate that 50% of forebay or smp area capacity has been lost. Suggested Annual Maintenance Inspection Activity Measure sediment accumulation levels in forebay. Monitor the growth of wetlands, trees and shrubs planted. Record species and approximate coverage, and note presence of any invasive plant species. Inspect the condition of stormwater inlets to the pond for material damage, erosion or undercutting. Inspect upstream and downstream banks for evidence of sloughing, animal burrows, boggy areas, woody growth or gully erosion that may undermine embankment integrity. Inspect pond outfall channel for erosion, undercutting, rip -rap displacement, woody growth, etc. Inspect condition of principal spillway and riser for evidence of spalling, joint failure, leakage, corrosion, etc. Inspect condition of all trash racks, reverse sloped pipes or flashboard risers for evidence of clogging, leakage, debris accumulation, etc. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external pond side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. Note: For a more detailed maintenance inspection checklist, see Appendix B in CWP(2004) Stormwater Pond and Wetland Maintenance Guidebook. 137 Click to Return to Index Appendix H1— Facility Maintenance Recommendations x =a C v a a DRY SWALE MAINTENANCE Maintenance Inspections Inspections are used to trigger maintenance operations such as sediment removal, spot revegetation and inlet stabilization. Several key maintenance inspection points are detailed in the Table below. Ideally, inspections should be conducted in the spring of each year. Suggested Spring Maintenance Inspections/Cleanups for Dry Swales Activity Add reinforcement planting to maintain 95% turf cover on vegetation density. Reseed any salt killed vegetation. Remove any accumulated sand or sediment deposits on the filter bed surface or in pretreatment cells. Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and remove and trash or blockages at weep holes. Examine filter beds for evidence of braiding, excessive ponding or dead grass. Check inflow points for clogging and remove any sediment. Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Look for any bare soil or sediment sources in the contributing drainage area and stabilize. Routine Maintenance and Operation Once established, dry swales have minimal maintenance needs outside of the spring clean up, regular mowing and pruning and management of trees and shrubs. The surface of the filter bed can become clogged with fine sediment over time, but this can be alleviated through core aeration or deep tilling of the filter bed. Additional effort may be needed to repair check dams, stabilize inlet point and remove deposited sediment from pretreatment cells. BIOSWALE AND GRASS CHANNEL MAINTENANCE Maintenance Inspections Annual inspections are used to trigger maintenance operations such as sediment removal, spot revegetation and inlet stabilization. Several key maintenance inspection points are detailed in the Table below. Ideally, inspections should be conducted in the spring of each year. Ongoing Maintenance Once established, bioswales and grass channels have minimal maintenance needs outside of the Spring clean up, regular mowing, repair of check dams and other measures to maintain the hydraulic efficiency of the channel and a dense, healthy grass cover. Suggested Spring Maintenance Inspections/Cleanups for Grass Channels Activity Add reinforcement planting to maintain 90% turf cover. Reseed any salt killed vegetation. Remove any accumulated sand or sediment deposits behind check dams. Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and remove and trash or blockages at weep holes. Examine channel bottom for evidence of erosion, braiding, excessive ponding or dead grass. Check inflow points for clogging and remove any sediment. Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Look for any bare soil or sediment sources in the contributing drainage area and stabilize immediately. 138 Click to Return to Index Appendix H1— Facility Maintenance Recommendations BIORETENTION MAINTENANCE First -Year Maintenance Operations Successful establishment of bioretention areas requires certain tasks be undertaken in the first year. • Initial inspections: For the first six months following construction, the site should be inspected at least twice after storm events that exceed a half- inch • Spot Reseeding: Inspectors should look for bare or eroding areas in the contributing drainage area or around the bioretention area, and make sure they are immediately stabilized with grass cover • Fertilization: one-time, spot fertilization for initial plantings • Watering: Once a week during the first two months, and then as needed during first growing season (Apr — Oct), depending on rainfall Remove and replace dead plants. Since up to ten percent of plant stock may die off in the first year, construction contracts should include a care and replacement warranty to ensure vegetation is properly established and survives during the first growing season following construction. The typical thresholds for replacement are 85% survival of plant material and 100% survival of trees. Maintenance Inspections It is highly recommended that a spring maintenance inspection and cleanup be conducted at each bioretention area. The Table below presents some of the key maintenance problems. Suggested Spring Maintenance Inspections for Bioretention Activity Check to see if 90% mulch + vegetative cover has been achieved in the bed, and measure depth of remaining mulch. Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevent flow from getting into the bed. Check for any winter or salt -killed vegetation and replace with hardier species. Note presence of accumulated sand, sediment and trash in pretreatment cell or filter beds and remove. Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Check bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or concentrated flows and take appropriate remedial action. Check inflow points for clogging and remove any sediment. Look for any bare soil or sediment sources in the contributing drainage area and stabilize immediately. Routine and Non -Routine Maintenance Tasks Maintenance of bioretention areas should be integrated into routine landscaping maintenance tasks. If landscaping contractors will be expected to perform maintenance, their contracts should contain specifics on unique bioretention landscaping needs, such as maintaining elevation differences needed for ponding, proper mulching, sediment and trash removal, and limited use of fertilizers and pesticides. A customized maintenance schedule must be prepared for each bioretention facility, since the maintenance tasks will differ depending on the scale of bioretention, the landscaping template chosen, and the nature of surface cover. A generalized summary of common maintenance tasks and their frequency is provided in the Table below. 139 Click to Return to Index Appendix H1— Facility Maintenance Recommendations The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or underdrain repairs may be needed. The surface of the filter bed should also be checked for accumulated sediment. Core aeration or deep tilling may relieve the problem. 140 Click to Return to Index Suggested Annual Maintenance Activities for Bioretention Maintenance Tasks Frequency • Spring inspection and cleanup. Annual • Add reinforcement planting to maintain desired vegetation density. As needed • Spot weeding, erosion repair, trash removal, and mulch raking. Twice during growing season • Sediment removal in pretreatment cells and inflow points. Once every two to three years • Mowing of grass filter strips and bioretention turf cover. At least four times a year • Remove invasive plants using recommended control methods. As needed • Supplement mulch to maintain a 3 -inch layer. Annual • Replace mulch layer. Every three years • Prune trees and shrubs. Annual • Stabilize contributing drainage area to prevent erosion. When needed The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or underdrain repairs may be needed. The surface of the filter bed should also be checked for accumulated sediment. Core aeration or deep tilling may relieve the problem. 140 Click to Return to Index Appendix H2 — Facility Inspection Checklist Appendix H2 - Facility Inspection Checklist Stormwater Management Facility Inspection and Maintenance Log (Sample) Property Address: Inspection Date: Inspection Time: Inspected By: Date and Time of Last Rainfall: Type of Stormwater Management Facility: Location of Facility on Site (in relation to buildings or other structures): Water levels and observation (Oil sheen, Smell, Turbidity, etc.): Sediment accumulation and record of sediment removal: Condition of Vegetation (Height, survival rates, invasion species present, etc.) and record of replacement and management (mowing, weeding etc.) Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and side slopes. Record damaged items and replacement activities: Presence of insects or rodents. Record control activities: Identify safety hazards present. Record resolution activities: 141 Click to Return to Index Appendix H3 — Example Waiver to Protest SID Appendix H3 - Example Waiver to Protest SID Please return to: Kalispell City Clerk 201 First Avenue East Kalispell, MT 59901 WAIVER TO PROTEST THE FORMATION AND PARTICIPATION IN A SPECIAL IMPROVEMENT DISTRICT The undersigned hereinafter referred to as Applicant has requested and received the consideration and approval of the City of Kalispell to develop improvements within the City, on private real property as the legally described as follows: Legal Description: The City has approved the requisite stormwater facilities to be constructed upon the real property owned by the Applicant upon the conditions that 1) the Applicant shall adequately maintain the stormwater facilities pursuant to City standards and the applicable Stormwater Maintenance Permit and that 2) Applicant shall waive the statutory right it has to protest a future special improvement district as afforded by MCA 7-12-4110 for the maintenance or the reconstruction of the stormwater facilities serving the property in the event the Applicant fails in its maintenance obligation. The Applicant, therefore, in consideration for the City's approval of its requisite stormwater facility design, hereby waives right to protest the formation by the City of Kalispell of a special improvement district pursuant to Title 7 Chapter 12 of Montana Code Annotated which the Applicant may have or may hereafter acquire, and waive any and all right to protest any attempt or proceedings made by or on behalf of the City of Kalispell to form such special improvement district. The Applicant further agrees that this Waiver to Protest to the formation of a Special Improvement District is a covenant which shall run to, with, and be binding upon the title of the said real property, and shall be binding upon any heirs, assigns, successors in interest, purchasers, and any and all subsequent holders or owners of the above described real property. Dated this day of , 20 X la C v a a a Applicant 142 Click to Return to Index Appendix H3 — Example Waiver to Protest SID STATE OF MONTANA ) : ss County of Flathead ) On this day of , before me, the undersigned, a Notary Public for the State of Montana, personally appeared to me to be the person whose name is subscribed to the foregoing instrument and acknowledged to me that he/she executed the same. known IN WITNESS WHEREOF, I have hereunto set my hand and affixed my Notary Seal the day and year in this certificate first above written. Notary Public, State of Montana Printed Name: Residing at My Commission expires: STATE OF MONTANA ) : ss County of Flathead ) On this day of , before me, the undersigned, a Notary Public for The State of Montana, personally appeared and the , and , respectively, of the corporation that executed the foregoing instrument, and the persons who executed said instrument on behalf of said corporation, and acknowledged to me that such corporation executed the same. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my Notary Seal the day and year in this certificate first above written. Notary Public, State of Montana Printed Name: Residing at My Commission expires 143 Click to Return to Index Appendix I — Example Ownership Transfer Letter Appendix I - Example Ownership Transfer Letter City of Kalispell P. O. 1997 Kalispell, MT 59901 Re: Name of project/building/subdivision (I)(We), the undersigned property owner(s), do hereby certify that (I)(We) have caused to be designed, constructed and tested the required infrastructure improvements necessitated by the development of (NAME of project/subdivision) in accordance with the approved plans. As a condition of this development, we dedicate the improvements to the City of Kalispell. These improvements include all improvements within the City right-of-way including streets; sidewalks; street lighting; storm sewer, sanitary sewer, and water distribution mains; and other associated appurtenances. Also included in the dedication are water and sanitary sewer mains and appurtenances located in easements outside of rights-of-way. Specifically excluded from this dedication are stormwater facilities located outside of the City owned rights-of-way, which shall be owned and maintained by the property owners (or HOA, POA, etc.). Dated this day of , 20_ (Acknowledged and notarized signatures of all record owners of developed property) 144 Click to Return to Index Appendix J — Example Agreement for Construction Inspection Appendix J - Example Agreement for Construction Inspection City of Kalispell P.O. 1997 Kalispell, MT 59901 Re: Name of project/development/building/subdivision (I)(We), the undersigned property owner(s), in accordance with Section 3.2.4 of the City of Kalispell Design and Construction Standards, do hereby agree to employ a Professional Engineer to witness and verify all construction is in compliance with the approved design and minimum construction standards of all proposed City of Kalispell infrastructure within the project. Also, (I)(We) agree to complete, either personally or by proxy, all required inspection, testing, and quality control specified in Section 1.4 of the City of Kalispell Design and Construction Standards. Results of all required testing will be provided to the City of Kalispell prior to application for acceptance and transfer of all infrastructure to be owned by the City of Kalispell. Furthermore, upon completion of construction, (I)(We) agree to employ a Professional Engineer to prepare and provide a certification stating all construction was completed in accordance with the City of Kalispell Design and Construction Standards; to prepare and provide record drawings in accordance with Section 1.6 of said Standards; to prepare and provide quantities and unit costs of all City -owned infrastructure; and to certify the unit costs to aid in the preparation and submittal of the applicable warranty bond for review and approval by the City of Kalispell Public Works Department. Dated this day of , 20 . (Acknowledged and notarized signatures of all record owners of developed property) 145 Click to Return to Index Standard Details — General Standard Details - General N DETECTABLE WARNING TAPE, MIN. 3" IN WIDTH, APWA COLORS 12" MIN. 4" ASPHALT 6" CRUSHED GRAVEL BASE, 9"-15" SUB -BASE SLOPING, BENCHING, SHORING OR SUPPORT SYSTEMS IN THIS AREA TO CONFORM TO O.S.H.A. REGULATIONS 12 GAUGE HDPE OR HMWPE INSULATED SOLID CORE COPPER TONING WIRE, TAPE TO TOP OF WATER MAN EVERY 5 FI. JOINTS SHALL BE MADE WITH MOISTURE DISPLACEMENT CONNECTORS 3" MINUS CRUSHED SUBBASE MPWSS SECTION 02234 PARAGRAPH 2.3 & 2.4 BEDDING, HAUNCHING & INITIAL BACKFILL MINIMUM TRENCH WIDTH PER MPWSS 1.5" TO 3.5 " DIAMETER CRUSHED STONE TO STABILIZE UNSTABLE FOUNDATION ALL PIPE BEDDING AND TRENCH BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY IN ACCORDANCE WITH AASHTO T-99 ALL TRENCH CONSTRUCTION SHALL CONFORM TO CURRENT OSHA STANDARDS - EXCAVATIQNS INSTALL DETECTABLE WARNING TAPE AND TONER WIRE ON ALL WATER MANS AND SEWER FORCE MANS PER CITY STANDARDS. BEDDING, HAUNCHING & INITIAL BACKFILL SHALL BE A CLEAN SAND MEETING USCS CLASSIFICATION SYSTEM SW, OR A CLASS I MATERIALS AS DEFINED IN ASTM D 2321 WITH A MAXIMUM PARTICLE SIZE OF 3/4" AND MEETING MIGRATION REQUIREMENTS OF THE SAME STANDARD (SECTION X.1.8) ED TYPICAL UTILITY TRENCH SECTION DETAIL TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR AND MARKED SEWER, FOR SEWER, BLUE IN COLOR AND MARKED WATER FOR WATER F 0 E C W E E M R A NI BEFORE DIGGING IN THIS AREA CALL NOTES: 2. S A WH E R L E BEFORE DIGGING IN THIS AREA CALL s P WI A P L T L E I R N E BEFORE DIGGING IN THIS AREA CALL LOCATE TRACER WIRE INSIDE MARKER POST AS APPLICABLE WV A A T L. E V R E BEFORE DIGGING IN THIS AREA CALL TRIVIEW, 3 FACE MARKER POSTS SHALL BE INSTALLED AT ALL BENDS, VALVES, MANHOLES, AND AT A SPACING OF EVERY 150 FEET FOR ALL WATER MAINS, SEWER MAINS, FORCEMAINS, AND STORM MAINS NOT LOCATED IN PAVED OR GRAVELED AREAS. TRIVIEW, 3 FACE MARKER/TRACING STATIONS SHALL BE USED FOR MAINLINES AT INTERVALS OF EVERY 150 FEET. TRACER WIRE SHALL BE BROUGHT TO SURFACE INSIDE MARKING POST AT EACH POST. 0 TYPICAL UNDERGROUND MARKER POST G.2 146 Click to Return to Index Standard Details — General SEWER SERVICE REQUIREMENTS: 1. SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE SEWER MAIN TO THE PROPERTY LINE. 2. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY. 3. ONE SERVICE IS REQUIRED FOR EACH PARCEL OWNERSHIP. 4. SERVICE SHALL CONNECT AT THE MAIN IN THE DIRECTION OF FLOW. CITY RIGHT—OF—WAY CURB AND GUTTER PROPERTY LINE WATER SERVICE REQUIREMENTS: 1. METER PIT AND CURB STOP SHALL BE CENTERED IN THE BOULEVARD. IF METER PIT IS PLACED IN A DRIVEWAY, A HS2O TRAFFIC RATED RING AND COVER SHALL BE PROVIDED. 2. SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE WATER MAIN TO THE PROPERTY LINE. 3. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY. 4. ONE SERVICE IS REQUIRED FOR EACH PARCEL OWNERSHIP. SdD EWAtS<. BOULEVARD SS SS WATER METER PIT & CURB STOP w FLOW SS DIRECTION' G.3 TYPICAL UTILITY CONNECTIONS 147 Click to Return to Index s_ crs N CO ca0 Standard Details — Water System Standard Details - Water System WATER SYSTEM CONSTRUCTION NOTES: 1. THRUST BLOCKING IS REQUIRED AT ALL TEES, BENDS, CAPS, WATER MAIN VALVES, AND FIRE HYDRANTS IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, 2. WATER MAINS SHALL BE INSTALLED WITH 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL BE TAPED TO THE TOP OF THE WATER MAIN AT INTERVALS N0 MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL FRE HYDRANT LOCATIONS. TONER WIRE SHALL BE ROUTED UP BEHIND EACH HYDRANT WITH THE LAST 3 FEET OF THE WIRE BELOW THE SURFACE BEING ENCLOSED IN 1 INCH CONDUIT. TONER WIRE SHALL BE ACCESSIBLE WITH 3 FT OF EXCESS TO CONNECT WITH TONING EQUIPMENT. 3. ALL IRON FITTINGS AND METAL PARTS SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT. 4. CONCRETE COLLARS SHALL BE INSTALLED AT WATER VALVE BOX RISERS AND MANHOLE RING AND CASTINGS. SEE CITY OF KALISPELL STANDARDS FOR CONSTRUCTION. 5. TEMPORARY WATER SERVICES SHALL BE SUPPLIED DURING CONSTRUCTION WHEN WATER SERVICE WILL BE INTERRUPTED FOR MORE THAN FOUR (4) HOURS. A TEMPORARY WATER SERVICE PLAN SHALL BE SUBMITTED TO AND APPROVED BY THE CITY PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL TEMPORARY WATER SERVICES SHALL COMPLY WITH MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY DESIGN CIRCULAR 1. 6. CONTRACTOR SHALL PERFORM HYDROSTATIC LEAK TESTING IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS AS MODIFIED BY CITY SPECIAL PROVISION 02660. 7. ALL NEW, CLEANED OR REPAIRED WATER MAINS SHALL BE FLUSHED AND DISINFECTED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS AS MODIFIED BY CITY SPECIAL PROVISION 02660. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO TAKE ALL BAC—T TESTS UNDER THE SUPERVISION OF CITY STAFF. AFTER SAMPLE COLLECTION THE CITY SHALL TAKE CUSTODY OF SAMPLES AND DELVER TO A CERTIFIED ENVIRONMENTAL LAB. ALL TESTING SHALL BE AT THE EXPENSE OF THE CONTRACTOR. 9. WATER SERVICES SHALL NOT BE INSTALLED LESS THAN 36 INCHES BELOW FINAL GRADE ON PRIVATE PROPERTY, OR AT A MINIMUM OF 6 INCHES BELOW KNOWN FROST LEVELS, WHICHEVER IS GREATER. c) WATER SYSTEM CONSTRUCTION NOTES CENTER METER BOX IN BOULEVARD 9' BOULEVARD 4.50' 4.50' 5' 5Y,' STEEL T— POST 0.00' SIDEWALK UTILITY EASEMENT 1,00' 9" RADIUS NOTES: 1. V' — 2" SERVICES SHALL BE INSTALLED WITH BR2 SERIES SERVICE SADDLES AND PE SERVICE LINE. 2. 4" AND LARGER SERVICES SHALL BE INSTALLED WITH A ROMAC 5STIII STAINLESS STEEL TAPPING SLEEVE AND CLASS 150 PVC SERVICE LINE. 3. MUELLER H-10306 (q" or 1" SERVICE) OR MUELLER H-10310 (1 ", 1 ;", OR 2" SERVICES) CAST IRON EXTENSION TYPE WITH ARCH PATTERN BASE, MINIMUM LENGTH 6 ', EQUIPPED WITH A PROPERLY SIZED STATIONARY ROD AND A PENTAGON BRASS PLUG OR APPROVED EQUAL. 4. MULLER THERMO—COIL METER PITS WITH SIDE LOCKING COMPOSITE LIDS AND INSULATION PADS FOR SERVICES UP TO 1". MULLER EZ VAULT OR APPROVED EQUAL WITH SIDE LOCKING COMPOSITE LIDS AND INSULATION RADS FOR SERVICES LARGER THAN 1" MUELLER SERIES 300 BALL STYLE CURB STOP VALVE W2 WATER SERVICE CONNECTION DETAIL 148 Click to Return to Index Standard Details — Water System INSTALL TONING WIRE IN 1" CONDUIT WITH AN LB ENCLOSURE AT THE TOP, 2 FT MIN TO SIDEWALK RED MUELLER SUPER CENTURION 250 FIRE HYD WITH 5" STORZ ADAPTE: TO FACE STREET FT MIN REPLACE EX. CURB TO MATCH EXISTING GRADE AND ALIGNMENT TONING WIRE MIN. CY OF WASHED GRAVEL WEEP HOLE, MIN 2" ABOVE ALL BLOCKING CONCRETE THRUST BLOCK, MIN. 2 SO. FT. BEARING SURFACE w.3 Coq 0 ECm PROVIDE TRENCH BACKFILL PER CITY OF KALISPELL TYPICAL UTILITY TRENCH DETAIL Ohl O;IZ CONCRETE BEARING BLOCK, MIN. 2'x2'x6" TYPICAL VALVE BOX COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS CAST IRON, 3 PIECE SLIP VALVE BOX, TYLER 6865 SERIES, OR APPROVED EQUAL MARKED WATER 6" MUELLER RESILIENT WEDGE MJ GATE VALVE MJ x SWIVEL TEE, SEE PLAN FOR SIZE CONCRETE THRUST BLOCK PER SCHEDULE m o o� z CONCRETE THRUST BLOCK PER SCHEDULE STANDARD FIRE HYDRANT DETAIL CONCRETE VALVE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS SET VALVE BOX DEPTH IN ACCORDANCE TO MPWWS STANDARD DRAWING DETECTABLE WARNING TAPE, MIN. 3" IN WIDTH, APWA COLORS TONING WIRE CAST IRON, 3 PIECE SLIP VALVE BOX, MARKED WATER MUELLER SERIES A-2360 RESILIENT WEDGE MJ GATE VALVE, WITH STANDARD SQ. WRENCH NUT SEE PLAN FOR SIZE CL 150 WATER MAIN, SEE PLAN FOR SIZE, ®` SHALL CONFORM TO AWWA C-900 OR AWWA C-905 FOR PIPE > 12" DIA CONCRETE THRUST BLOCK PER SCHEDULE W 4 TYPICAL MJ GATE VALVE SECTION DETAIL 149 Click to Return to Index Standard Details — Water System BACKFILL PER TYPICAL TRENCH SECTION 45' MJ BEND WITH MEGALUG AND THRUST BLOCK, TYPICAL OF 4 BACKFILL UNDER PIPE WITH ELOWABLE FILL EXISTING SANITARY OR STORM SEWER MAIN CL 150 PVC WATER MAIN, SEE PLAN FOR SIZE TYPICAL THRUST BLOCK PER SCHEDULE VERTICAL THRUST BLOCK WITH ANCHOR REBAR Vs— WPWK. '7/WV req*ZPVVWV^V^WEnfirAM 10' MIN 10' MIN BEDDING PER TYPICAL TRENCH SECTION WATER MAIN LOWERING SECTION DETAIL "3" REBAR ANCHOR NOTE: 1. COAT RODS WITH A BITUMASTIC NO. 50 COATING OR EQUAL. 2. PRESSURES SHOWN ARE MAXIMUM WORKING PRESSURES IN THE SYSTEM STANDARD THRUST BLOCK DIMENSIONS NCHOR ROD SIZE VALVE"A SIZE 100 PSI 150 PSI 200 PSI 250 PSI 300 PSI ' „ 2'-0" 2'-0" 2'-0" 3/4" 6" & 8' 2'-0" 2'-0" 2'-0" 2'-0" 2'-0 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-7" 3/4" 10" 2'-0" 2'-0" 2'-0" 2'-6" 2'-6" 2'-0" 2'-9"2'-6" 2'-6" 3'-0" 3'-0" 3'-0" 3'-7" 3'-0" 3'-0" 4'-1" 4'-0" 4'-0" 1 1/8" 16" 3'-0".3'-0" 2'-1 1 " 4'-4" 3,-0" 3,-0" 5'-1"4'-0" 4'-0" 6'-1" 4'-0" 4'-0" 1 1/4" 18" 3'-8" 3'-0" 3'-0" 5'-5" 3'-0" 3'-0" 5'-1" 4'-0" 4'-0" 6'-4" 4'-0" 4'-0" 5'-9" 5'-0" 5'-0" 6'-6" 5'-0" 5'-0" 1 3/8" 24" 4'-4" 4'-0" 4'-0" 6'-5" 4'-0" 4'-0" 6'-5" 6'-0" 6'-0" 7'-8" 6'-0" 6'-0" 0 THRUST BLOCKING FOR WATER MAIN VALVES 150 Click to Return to Index Standard Details — Water System 110 BMIN. 111.1011111 UNDISTURBED EARTH REDUCER mom 4111T, TEE (Plugged) BEND NOTES: 1. THESE TABLES ARE BASED ON 150 PSI MAIN PRESSURE & 2000 PSF SOIL BEARING PRESSURE. 2. WRAP ALL FITTINGS WITH POLYETHYLENE. STANDARD DIMENSIONS FOR THRUST BLOCKING TEES & PLUGS 90' BEND 45° BEND & WYES REDUCERS & 22' BEND FITTING SIZE A B A B A B A B 2'-0" 1'-11" 2'-5" 2'-2" 1'-10" 1'-7" 1'-9" 0'-10" g" 10" 3'-4" 3'-3" 4'-0' 3'-10" 3'-0" 2'-9" 2'-2" 1'-11` 12" 14" OTHRUST BLOCKING FOR WATER MAIN FITTINGS (MPWSS SD No. 02660-1) L® L/2 NEW PIPE 18" MINO EXISTING PIPE CROSSING T ' 18" MINA L 2 EXISTING PIPE "—NEW PIPE NO VERTICAL REQUIREMENT WATER MAI N SEWER MAI N 10' 0 MIN PARALLEL ARRANGEMENT NOTE: SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL IS REQUIRED FOR A DISTANCE LESS THAN 10 FEET BETWEEN WATER AND SANITARY SEWER. NO EXCEPTION TO THE PIPE SEPARATION REQUIREMENT IS PERMITTED WHEN THE SEWAGE PIPE IS A FORCEMAIN. AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THAT BOTH JOINTS WILL BE AS FAR FROM THE FORCEMAIN AS POSSIBLE. LESS THAN 18" OF SEPARATION IS PERMITTED WHEN THE GRAVITY SEWER AT THE CROSSING IS MADE FROM ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE IS APPROXIMATELY 90'. SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL IS REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18" BETWEEN WATER MAIN AND SANITARY SEWER. "L" IS A LENGTH OF PIPE AS SUPPLIED BY THE MANUFACTURE. ADEQUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL BE PROVIDED. 63 WATER MAIN AND SEWER MAIN SEPARATION (MPWSS SD No. 02660-2) 151 Click to Return to Index Standard Details — Water System ACCEPTABLE STANDARD UNACCEPTABLE STANDARD UNACCEPTABLE STANDARD W9 SERVICE LINE/FIRE SERVICE LINE DETAIL EX, WATER MAIN, SEE PLAN FOR SIZE AND MATERIAL UNDISTURBED TRENCH EXCAVATION J_L MUELLER SERIES A-2360 RESILIENT WEDGE MJ x FL GATE VALVE, WITH STANDARD SQ. WRENCH NUT, ALL FLANGE BOLTS SHALL BE COR -BLUE OR COR -TEN, SEE PLAN FOR 5175 CONCRETE THRUST BLOCK ROMAC MODEL SST TAPPING SLEEVE, SEE PLAN FOR SIZE PIPE BEDDING TRENCH PER TYPICAL TRENCH SECTION DETAIL CONCRETE SUPPORT BLOCK WATER MAIN TAPPING SADDLE 152 Click to Return to Index Standard Details — Sanitary Sewer System Standard Details - Sanitary Sewer System SANITARY SEWER SYSTEM CONSTRUCTION NOTES: 1. ROOF DRAINS, FOUNDATION DRAINS, STORM SEWERS, SUMP PUMPS AND OTHER CLEAN WATER CONNECTIONS TO THE SANITARY SEWER ARE STRICTLY PROHIBITED. 2. GRAVITY SANITARY SEWER SHALL BE SDR 35 PVC SEWER PIPE CONFORMING TO ASTM D-3034. PIPES SHALL BE CONSTRUCTED MEETING THE MINIMUM PIPE SLOPE REQUIREMENTS OF MONTANA DEQ CIRCULAR 2. 3. ALL PIPE SHALL BE CAPPED OR PLUGGED AT THE END OF EACH WORK DAY. 4. ALL MANHOLES AND FORCEMAIN VALVE BOXES SHALL HAVE A CONCRETE COLLAR PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION. 5. SEWER FORCEMAINS SHALL BE INSTALLED WITH A 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL. BE TAPED TO THE TOP OF THE SEWER FORCEMAIN AT INTERVALS OF NO MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL VALVE BOXES, LIFT STATIONS, AND AT MARKER POSTS. TONER WIRE SHALL BE ACCESSIBLE AT THE SURFACE WITH A MINIMUM 3 FEET OF EXCESS WIRE. 6. ALL WATER AND SEWER CROSSINGS SHALL BE MADE AT PERPENDICULAR ALIGNMENTS. A MINIMUM OF 18 INCHES OF OUTSIDE PIPE WALL SEPARATION MUST BE MAINTAINED. A MINIMUM OF 10 FEET OF HORIZONTAL SEPARATION MUST ME BE MAINTAINED BETWEEN SANITARY SEWER AND POTABLE WATER MAINS. 7. THE TERMINAL END OF ALL SERVICE STUBS SHALL BE MARKED WITH METAL "T POST AS INDICATED IN THE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION. 8. ALL GRAVITY SANITARY SEWER MAIN SHALL BE LAID UPSTREAM WITH THE SPIGOT ENDS POINTING DOWNSTREAM. ALL PIPES SHALL BE SET AT CONSTANT GRADE AND ALIGNMENT BETWEEN MANHOLES. 9. SANITARY SEWER PIPE LINE AND APPURTENANCES SHALL BE CLEANED AND TESTED UPON COMPLETION OF BACKFILL OPERATIONS. ALL TESTING SHALL BE UNDER THE SUPERVISION OF THE PROJECT ENGINEER AND REPRESENTATIVE OF THE CITY OF KALISPELL PUBLIC WORKS DEPARTMENT. 10. SANITARY SERVICES SHALL NOT BE INSTALLED LESS THAN 36 INCHES BELOW FI -NAL GRADE ON PRIVATE PROPERTY, OR AT A MINIMUM OF 6 INCHES BELOW KNOWN FROST LEVELS, WHICHEVER IS GREATER. SEWER SYSTEM CONSTRUCTION NOTES NOTES: 1. SLOPE ALL SHELVES TO CHANNEL AT 1" PER FOOT 2. SEE PLAN -PROFILE SHEETS FOR SLOPE OF CHANNEL. TYPICAL MANHOLE CHANNEL DETAIL 153 Click to Return to Index Standard Details — Sanitary Sewer System TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS MANHOLE RING AND CASTING, SEE SA.9. OR APPROVED EQUAL CHIMNEY SEAL 24" OPENING qg» RELINER INSIDE DROP BOWL SECURED WITH STANLESS STEEL FASTENERS BOOTED OR GASI<ETED a' CONNECTION, GROUTED SMOOTH INSIDE 2" MAX. RADIUS OF /..--SLOPE SHELF AT 1 MANHOLE INCH PER 1 FT CHANNEL SHALL CONFORM TO SECTION 6.1.5E SECTION A -A ADJUSTING RINGS 2" MIN. — 12u MAX ECCENTRIC CONE SECTION PRECAST CONCRETE MANHOLE MEETING ASTM C478 EXTERIOR RUBBERIZED JOINT SEALS 12" MAX. of EXTERNAL PIPE COUPLER RELINER STAINLESS STEEL PIPE BRACKET SECURED TO STRUCTURE WITH TWO STAINLESS BOLTS. (4' INTERVALS, MINIMUM 2) DEFLECTION JOINT, TYPICAL DEFLECTION JOINT, TYPICAL LEVELING COURSE MANHOLE NOTES: 1. ECCENTRIC MANHOLES REQUIRED ON ALL 4 FT DIAMETER MANHOLES GREATER THAN 5 FT IN OVERALL HEIGHT UNLESS SPECIFIED OTHERWISE. 2. ALL JOINTS BETWEEN MANHOLES SECTIONS, ADJUSTING RINGS, MANHOLE RING AND TOP SECTION, AND AROUND ALL SEWER PIPE IN MANHOLE SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL BE "RAM—NEK" OR EQUAL FOR ALL JOINTS EXCEPT BETWEEN SEWER PIPE AND MANHOLE WALL. 3. FIELD SET COVER TO GRADE WHEN MANHOLE IS LOCATED WITHIN A STREET OR ALLEY. 4. SHELVES SHALL SLOPE AT 1" PER FOOT TOWARD CHANNEL. 5. SEE 6.1.5.E OF STANDARDS SA.3 SANITARY SEWER MANHOLE DETAIL 154 Click to Return to Index Standard Details — Sanitary Sewer System PROPERTY LINE 5' METAL "T" POST, MIN. 3' BURIED AND 2' ABOVE GROUND, PAINT GREEN SANITARY SEWER MAIN 45' ELBOW COMPACTED BACKFILL PVC BELL AND SPIGOT PIPE, MIN. 4", MIN SLOPE 1/4" PER 12" INSERTA-TEE AS APPROVED BY PUBLIC WORKS FOR EXISTING INSTALLATIONS NOTES: 1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES. WOOD 2" x 4" SERVICE LINE CAP PIPE BEDDING 6" ABOVE AND BELOW PIPE TYPICAL SANITARY SERVICE TO EXISTING MAIN SANITARY SEWER MAIN 5' METAL "T" POST, MIN. 3' BURIED AND 2' ABOVE GROUND, PAINT GREEN EXTEND BEYOND PROPERTY LINE AND UTILITY EASEMENT 45' ELBOW COMPACTED BACKFILL PVC BELL AND SPIGOT PIPE, MIN. 4", MIN SLOPE 1/4" PER 12" IN LINE WYE FOR NEW INSTALLATIONS, AS APPROVED BY ENGINEER FOR EXISTING INSTALLATIONS NOTES: 1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES. WOOD 2" x 4" SERVICE UNE PLUG TYPICAL SANITARY SEWER SERVICE STUB -OUT 155 Click to Return to Index Standard Details — Sanitary Sewer System 10 M S A E N WH E R L E BEFORE DIGGING IN THIS AREA CALL TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR, MARKED SEWER 36" MAX TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS Wit -MI WWI! liANIAAjwOm NOTES; 1. SEWER TRIVIEW MARKER POSTS SHALL BE INSTALLED FOR ALL MANHOLES LOCATED OUTSIDE OF PAVED OR GRAVEL AREAS. TYPICAL SEWER MANHOLE MARKER POST TYPICAL VALVE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS COIL TONING WIRE TO INTERIOR OF VALVE BOX DETECTABLE WARNING TAPE, MIN. 3" IN WIDTH, APWA COLORS 5' MAX a 1 CAST IRON, 3 PIECE SLIP VALVE BOX,. TYLER 6865 SERIES, OR APPROVED EQUAL MARKED SEWER RESILIENT SEAT, ECCENTRIC PLUG VALVE, WITH STANDARD SO. WRENCH NUT, SEE PLAN FOR SIZE a SANITARY SEWER FORCEMAIN, NOTES: 1. VALVES 6" AND LARGER SHALL HAVE WORM GEAR REDUCTION ACTUATOR WITH 2" SQUARE NUT. 2. VALVES INSTALLED WITH WORM GEAR SHALL FLOW ENTERING SEAT END OE VALVE AND THE PLUG BEING UP IN OPEN POSITION. TYPICAL FORCEMAIN VALVE SECTION DETAIL 156 Click to Return to Index Standard Details — Sanitary Sewer System COAT ALL INTERIOR SURFACES OF CONCRETE MANHOLE WITH 100% SOLIDS HIGH BUILD CHEMICAL RESISTANT EPDXY TO RESIST HYDROGEN SULFIDE ATTACK AS APPROVED BY PUBLIC WORKS EXTERIOR RUBBERIZED JOINT SEALS MIFF -.Am CHIMNEY SEAL z r AIR VENT RISER FLEXIBLE JOINT BOOT CONCRETE RETRAINING COLLAR FOR HDPE FORCEMAINS FORCEMAIN STAINLESS STEEL PIPE ANCHOR, DRILL INTO CONCRETE AND EPDXY DR 11 HDPE PIPE, OR COATED DI PIPE FLEXIBLE JOINT BOOT CONCRETE RETRAINING COLLAR FOR HDPE FORCEMAINS 45' BEND WITH PLAIN END, ROTATE IN DIRECTION OF FLOWLINE 6" OF 3" MINUS CRUSH COMPACTED 141AiNralWilWaNNIFiraihiraWSW_ PW - FORM SMOOTH CONCRETE CHANNEL TO MANHOLE OUTFALL FORCEMAIN DISCHARGE MANHOLE DETAIL 1" LETTERING (RECESSED FLUSH) 25 3/4" (2) PICKHOLES (SEE DETAIL) 1" LETTERING (RECESSED FLUSH) COVER SECTION h I 7/8" COVER BACK 1 1/2" 2 3/4" 1 1/2" 4" 1" PICKHOLE DETAIL SANITARY MANHOLE COVER 1. APPROVED SUPPLIERS OF MANHOLE COVERS INCLUDE: EAST JORDAN IRON WORKS (PRODUCT# 00377162) OLYMPIC FOUNDRY INC. (PRODUCT# 11-3803) D&L FOUNDRY INC. (PRODUCT# A-1172-37) 157 Click to Return to Index V) as Standard Details — Sanitary Sewer System W 4' Y 4- v 4' W V W W W W W W W W W V w w w w y W 4' 4, W W W W W W W W V• V W W 4. •, V• V w w w 6' CHAIN LINK 4. - SECURITY SECURITY FENCE w W y \v W W W \\\W W W W W ' w -. MIN. •• W W W W W W W W WET WELL VENT w W y v w w w W 4. w 4' w w w W W w w W v. V * 4 W 4' 4' Y• * w W W W W W W W W W. V 4, w W W 4, W V V w w W W w 4- 4• 4 A t WENT CONTROL PANFE HEATER �.a // HALLIDAY HATCH a e 4 -MIN ELECTRIC METER GENERATOR -4 4'n F 4. 4- / " i 1 Y !. .4 4 444 4 4. • e_ a ' • I..' MI,N - .. • PRIV'EWAY • APPAPAGFI'- . e q q a 4 W W W i 4 W W 4. •.. V w w w w v c 4' ✓ 4- -4 W + 4 4 NOTES! 1. PROVIDE A MINIMUM OF 3' OF CLEARANCE BETWEEN PUMPS AND CONTROLS TO INTERIOR WALLS AND APPURTENANCES (HEATER, AUTOMATIC TRANSFER SWITCH, ETC.) 2, SEE SECTIONS 6.1.7 AND 6.2.9 FOR SPECIFIC DESIGN AND CONSTRUCTION REQUIREMENTS. 3, BUILDING SHALL MEET BUILDING CODES AND BE SUBMITTED TO ARCHITECTURAL REVIEW COMMITTEE, IF REQUIRED. 4, BUILDING COLORS AND ALTERNATIVE ARCHITECTURAL FINISHES SHALL BE APPROVED BY THE CK PWD. LIFT STATION SITE STANDARD DETAIL 158 Click to Return to Index Standard Details — Pretreatment Standard Details - Pretreatment v ase ..%,.ii::::: ,ii:.• .0tii" 7 �' v"reit •,, ,r. ;r r� �a¢to� �!. % i NO )A nil. ' 111 1i1 mi '4"*4f fir,- .n _ ?4 SEE SAMPLE PORT DETAIL PT.3 E1�.�Y l_I_')LY- VIEW 11 3 • 1.7'1 �..* PIAN VIEW NOTES'. 9, 1. INLET PIPING -SHALL BE A MINIMUM OF 3" ABOVE OUTLET PIPING, 2, 6" DIAMETER VENT SLEEVE 3. MINIMUM 24" DIAMETER OPENING WITH RING AND LID. IF INA TRAFFIC AREA, MUST MEET 10. H-20 LOADING REQUIREMENTS. CONCRETE 11. LIDS ARE PROHIBITED. 12, 4. ALL TEE PIPING SHALL EXTEND DOWN TO 50% OF THE OPERATING LEVEL 13. 5. ALL INTERIOR AND OUTLET PIPING SHALL BE THE SAME DIAMETER AS THE INLET PIPING. 6. PIPE SUPPORTS SEE CK STANDARD DETAIL 14, PT.7 7. OPERATING LEVEL 8. BAFFLE WALL SAMPLE PORT --TO BE DESIGNED PER CK STANDARD DETAIL PT.3. IF IN A TRAFFIC AREA. MUST MEET H-20 LOADING REQUIREMENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER. PRIMARY CHAMBER (36 TOTAL VOLUME). SECONDARY CHAMBER IS TOTAL VOLUME). ALL JOINTS SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL BE 'RAM-NEK" OR EQUAL SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR INSTALLATION REQUIREMENTS. ALL ICER _SLAB AND SUBSURFACE CONSTRUCTION REQUIRES DRAWINGS FROM A PROFESSIONA` ENGINEER AND MUST DL APPROVED BY THE CITY OF KALISPELL PRIOR TO CONSTRUCTION, FOR MORE INFORMATION, CONTACT THE INDUSTRIAL PRETREATMENT COORDINATOR'S OFFICE AT 406-758-7817 TYPICAL PRECAST CONCRETE EXTERIOR GREASE INTERCEPTOR N.T.S 159 Click to Return to Index �L� Standard Details — Pretreatment �f� SINK VENT r A VENT - SINK BELL FITTING TO ya PROVIDE AIR GAP 25' MAX INTERIOR A1QVE 9RADE INTERcEPTOIR VENT n VENT 25' MAX INTERIOR BELOW GRADE INTERCEPTOR SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR INSTALLATION REQUIREMENTS SINTERIOR GREASE INTERCEPTOR N.T.S. 160 Click to Return to Index Standard Details — Pretreatment FRONT SIDE NOTES: TOP 1. SAMPLE PORT RING AND LID 2. INTERCEPTOR DISCHARGE LINE 3. PIPE PENETRATION (EXTEND V' PAST THE INSIDE WALL OF THE SAMPLE PORT - MUST BE SEALED TO PREVENT LEAKS. IF USING PVC, A SADDLE MUST BE USED) 4. GROUT (SLOPED TO WASTEWATER CHANNEL - THE SAMPLE PORT MUST DRAIN COMPLETELY AND NOT HOLD WATER) 5. SAMPLE PORT DISCHARGE LINE TO CITY'S SANITARY SEWER 6. CHANNEL REQUIREMENTS: 1. ALL INTERCEPTORS ARE TO BE INSTALLED WITH A SAMPLING PORT THAT RECEIVES FLOW FROM THE INTERCEPTOR'S EFFLUENT, 2. TEE PIPING ON THE INTERCEPTOR'S INTERIOR WILL NOT SUFFICE AS A SAMPLE PORT 3. SAMPLE PORTS MUST BE LOCATED IN AREAS PROTECTED FROM VEHICLE TRAFFIC. 4. SAMPLE PORTS ARE TO BE CLEANED AND INSPECTED DURING ROUTINE INTERCEPTOR PUMPING 5. SAMPLE PORTS WILL HAVE A MINIMUM 10" DIAMETER ACCESS COVER 6. SAMPLE PORTS WILL HAVE A MINIMUM 6" DROP BETWEEN INLET AND DISCHARGE PIPING 7. SAMPLE PORTS MUST DRAIN COMPLETELY AND NOT HOLD WATER. BOTTOM TO BE GROUTED AND SLOPED 8. INLET PIPE PENETRATION MUST EXTEND 1" PAST THE INSIDE WALL OF THE SAMPLE PORT. PENETRATIONS ARE TO BE SEALED TO PREVENT LEAKS 9. CHANNEL WIDTH SHALL BE A MINIMUM OF 5" SAMPLE PORT DESIGN N.T.S. 161 Click to Return to Index �L� Standard Details — Pretreatment �f� 5 M'r 14) • 44> r*_ • SIDE VIM 11 3 l.. TOP VIEW 1. INLET PIPING- SRA LL BE A MINIMUM OF 3' AEOvE OUTLET PIPING. 2, B" DIAMETER vDrIT SLEEK 3. MINIMUM 24w DIAMETER OPENING WITH RING AND LID. IF IN A TRAFFIC AREA. MUST MEET HS -2O LOADING REQUIREMENTS. CONCRETE LIDS ARE PROHIBITED. 4. ALL TEE PIPING SHALL EXTEND DOWN TQ 56' OF THE ¢PERATINO LEVEL. 5. ALL INTERIOR AND OUTLET PIPING SHALL BE THE SAME DIAMETER AS THE INLET PIPING_ C. PIPE SUPPORTS -SEE OK STANDARD DETAIL PT.7 7. OPERATING LEVEL BAFFLE WALL -SHALL HAVE (2) OPENINGS OF THE SAME DIAMETER AS THE INLET AND OUTLET PIPING AND AT THE SAME INVERT AS THE OUTLET PIPJNO, THE OPENINGS SEIALL BE STAGGERED TO PREVENT SHORT CIRCUITING ElETWEEN THE INLET AND OUTLET PIPES - g. 10. 11. 12. 1 /10 SAMPLE PORT -TO BE DESIGNED PER CE STANDARD DETAIL PT.3 IF IN A TRAFFIC AREA, MUST MEET HS -20 LADING REQUIREMENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER. FRIMARY CHAMBER' TOTAL VOLUTAE). SECONDARY CHAMBER Qs TOTAL VOLUME). ALL UNDER SLAB AND SUBSURFACE CONSTRUCTION REOUIPES DRAWINGS FROM A PROFESSIONAL ENGINEER ANO MUST BE APPROVED Dl' THE CITY OF N.ALISPELL PRIOR TO CONSTRUCTION. SEE CHAPTER 7 OF THE DESIGN AND CONST1 UGTION STANDARDS FOR ADDITIONAL REQUIREMENTS FOR MORE INFOI IIATION. CONTACT THE INDUSTRIAL PRETREATMENT COORDINATOR'S OFFICE AT 406-758-7817 TYPICAL SAND, OIL AND GREASE SEPARATOR (SOG) N.T.S 162 Click to Return to Index Standard Details — Pretreatment "XO ddV rope x 4414 eo. 440 -fru 0411} HINGED CAP 0 L W 0 4 /\/\\f/\\fes\//\//\\ ,fj�/ fj /\/ ciNivuici cd 163 Click to Return to Index Standard Details — Pretreatment �f� 1-1 trj ig FIXX SIDE VIEW 1 - • . YTS a--+- 11 � — — . �„ — ter' �r� — —,.obi- 1 TOP VIEW NOTES: 1. INLET PIPING -SHALL BE A MINIMUM OF .3'° ABOVE OUTLET PIPING 2. 6"DIAMETER VENT SLEEVE 3. MINIMUM 24" DIAMETER OPENING WITH MING AND UD- IF IN A TRAFfiC AREA., MUST MEET HS -20 LOADING REQUIREMENTS. CONCRETE UDS ARE PROHIBITED. 4. INLET AND OUTLET PIPING SHALL EXTEND DOWN TO 50% OF THE OPERATING LEVEL. MINIMUM SIZE 4" IXAmETER, 5. ALL INTERIOR AND OUTLET PIPING SHALL BE T14E SAME DIAMETER AS THE INLET PIPING, 6, S5 SUPPORTS, SEE OK STANDARD DETAIL PT,7 7. OPERATING LEVEL B. BAFFLE WALL L. SAMPLE PORT -TO BE DESIGNED PER CK STANDARD DETAIL PT.3. IF IN A TRAFFIC AREA,. MUST MEET 1 -IS -20 LOADING REQUIREMENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER 10, TOTAL TANK VOLUME TO BE SIZED TO 2,500 GALLONS 11. PRIMARY CHAMBER (33$ TOTAL VOLUME) 12. SECONDARY CHAMBER (!S TOTAL VOLUME) 13. ALL UNDER SLB AND SUBSURFACE CONSTRUCTION REQUIRES DRAWINGS FROM A PROFESSIONAL ENGINEER AIID MUST BE APPROVED BY THE CITY OF KALIPELL PRIOR TO CONSTRUCTION, 14, SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR ADDITIONAL REQUIREMENTS FOR MORE INFORMATION, CONTACT THE INDUSTRIAL PRETREATMENT CooRDINATOR'S OFFICE AT 406-758-7817 SEPTIC TANK FOR RV DUMP STATIONS N.T.S. 164 Click to Return to Index Standard Details — Pretreatment TOP VIEW 3 SIDE VIEW 4 NOTES: 1. SS UNI -STRUT 2. SS PIPE/CONDUIT CLAMP 3. SS ALL THREAD SECURE SS ALL -THREAD INTO CONCRETE WITH EPDXY TEE PIPE W/ SS SUPPORTS N.T.S. 165 Click to Return to Index �L� E co - 4--, a) Standard Details — Storm Sewer System Standard Details - Storm Sewer System 6" CONCRETE APRON, PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION EDGE OF CONCRETE 3/8" BELOW PAVEMENT CONCRETE ADJUSTMENT RING, 2" MIN, 12' MAX CONCRETE CATCH BASIN STORM PIPE, SEE PLAN FOR SIZE AND SLOPE FLEXIBLE GASKETED OR BOOTED JOINT, GROUT INTERIOR 6" OF 3" MINUS CRUSHED COMPACTED AGGREGATE FOUNDATION EAST JORDAN IRON WORKS #7752T1, OR OLYMPIC FOUNDRY SM49 12-4308 WITH STEEL ROD FOR STAND UP CURB AND GUTTER 11111111111 MONNOMMMEMME EAST JORDAN IRON WORKS #7711, OR OLYMPIC FOUNDRY SM44, STORM INLET FOR DRIVE OVER CURB AND GUTTER NOTE: 1. ALL JOINTS BETWEEN CATCH BASIN, ADJUSTMENT RINGS, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN. 2- ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL BE SUBMITTED TO CITY ENGINEER FOR REVIEW. TYPICAL STORMWATER CATCH BASIN DETAIL CONCRETE MANHOLE COLLAR, PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION EDGE OF CONCRETE 3/8" BELOW PAVEMENT STORM MANHOLE RING AND COVER, SEE DR.7, OR APPROVED EQUAL CONCRETE ADJUSTMENT RING, 2" MIN, 12' MAX PRECAST CONCRETE MANHOLE MEETING ASTM C478 STORM PIPE, SEE PLAN FOR SIZE AND SLOPE FLEXIBLE GASKETED OR BOOTED JOINT, GROUT INTERIOR 6" OE 3" MINUS CRUSHED COMPACTED AGGREGATE NOTE: 1. ALL JOINTS BETWEEN MANHOLE, ADJUSTMENT RINGS, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN, 2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL BE SUBMITTED TO CITY ENGINEER FOR REVIEW. TYPICAL STORMWATER MANHOLE DETAIL 166 Click to Return to Index Standard Details — Storm Sewer System EROSION AND SEDIMENT CONTROL NOTES: 1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL PERMITS ASSOCIATED WITH THIS PROJECT AND IMPLEMENT AND MAINTAIN THE EROSION AND SEDIMENT CONTROL PLAN AND PERMITS REQUIREMENTS UNTIL SUCH TIME AS THE PERMITS ARE TERMINATED. 2. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR CHANGE THE EROSION AND SEDIMENT CONTROL PLAN AS THE PROJECT PROGRESSES TO ENSURE PERMIT COMPLIANCE. 3. THE CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, AND CONSTRUCTION DEBRIS THAT MAY ACCUMULATE IN THE PUBLIC RICHT OF WAY AS A RESULT OF THIS PROJECT. SAID MATERIAL SHALL BE REMOVED DAILY OR MORE FREQUENTLY PER THE CITY'S REQUEST. 4. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THIS SITE IS PROPERLY COVERED TO PREVENT LOSS OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHTS OF WAY. 5. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED OR EXPORTED IS NOT STORED IN THE PUBLIC RIGHT OF WAY. 6, ALL STOCKPILED MATERIAL SHALL BE DESIGNATED ON THE EROSION AND SEDIMENT CONTROL PLAN. 7. TEMPORARY BMPS ON THE EROSION PLAN SHALL BE INSTALLED PRIOR TO ANY EXCAVATION. 8. INLET PROTECTION BMPS SHALL BE INSTALLED PRIOR TO ANY EXCAVATION AND MAINTAINED UNTIL PAVING IS COMPLETE. INLET PROTECTION BMPS SHALL BE APPROVED BY THE CITY OF KALISPELL PRIOR TO INSTALLATION. EROSION AND SEDIMENT CONTROL NOTES SILT FENCE VEHICLE TRACKING PAD MIN. LENGTH MIN. WIDTH RESIDENTIAL 30 FT 15 FT COMMERCIAL 60 FT 25 FT LENGTH FILTER FABRIC 14" OF 3" -6" STONE NOTE: ALL VEHICLES ENTERING AND EXITING THE CONSTRUCTION AND/OR BUILDING SITE SHALL TRAVERSE THE VEHICLE TRACKING PAD TO MINIMIZE MUD AND DIRT FROM TRACKING OFF SITE. ROCK SHALL BE REPLENISHED IF TRACKING OCCURS. TRACKING PAD SHALL BE RENEWED AS NECESSARY TO RETAIN EFFECTIVENESS. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS SHALL BE REMOVED IMMEDIATELY. VEHICLE TRACKING STONE ENTRANCE REQUIREMENTS: • 3"-6" DIAMETER WASHED ROCK • UNDERLYING FILTER FABRIC TO BE REQUIRED AS STATED FILTER FABRIC REQUIREMENTS: • TENSILE GRAB STRENGTH = 200 LBS (ASTM 04632) • ELONGATION MINIMUM = 15% (ASTM D4632) • SEAM BREAKING STRENGTH MINIMUM = 180 LBS (ASTM D4632) • APPARENT OPENING SIZE MAXIMUM = 0.3 MM (#50 SIEVE) (ASTM D4751) • PERMITTIVITY MINIMUM = 0,3/SEC (ASTM D4491) VEHICLE TRACKING STORMWATER BMP 167 Click to Return to Index Standard Details — Storm Sewer System E co — 4--, a) to 7 N NOTE: 1. SILT FENCE SHALL BE USED AS A TEMPORARY SEDIMENT CONTROL, FENCES SHALL BE INSTALLED WITH THE CONTOUR OF SLOPE. 2. WOOD POSTS SHALL BE HARDWOOD WITH AND MINIMUM CROSS SECTION AREA OF THREE INCHES. 3. TEMPORARY SILT FENCE SHALL BE REMOVED UPON SITE STABILIZATION WITH 70% ESTABLISHED VEGETATIVE COVER. GEOTEXTILE FABRIC REQUIREMENTS. • TENSILE GRAB STRENGTH = 90 LBS (ASTM D1682) • ELONGATION MINIMUM = 50% (ASTM 01682) • MULLEN BURST STRENGTH MINIMUM = 190 LBS (ASTM D3786) • PUNCTURE STRENGTH MINIMUM = 40 LBS (ASTM D751) • EQUIVALENT OPENING SIZE MAXIMUM = 40-80 US STANDARD SIEVE SIZES • ULTRAVIOLET RADIATION STABILITY = 90 (ASTM 026) 36" MIN WOOD, OR STEEL POST GEOTEXTILE FABRIC FUOW wz-77; X9 e11 2 EMBED FILTER FABRIC INTO GROUND GEOTEXTILE FABRIC EMBED FILTER FABRIC INTO GROUND FLOW SILT FENCE STORMWATER BMP FLOW 12" MIN TOP SLOPE ANCHOR OVERLAP ANCHOR TERMINAL ANCHOR START EROSION CONTROL BLANKET CENTERED ON CHANNEL AT OUTLET. LAY BLANKET PARALLEL TO CENTER OF CHANNEL. OVER LAP ALL SEAMS AND JOINTS 12 INCHES MINIMUM. EROSION CONTROL BLANKET FOR SLOPE PROTECTION NOTES: 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF FERTILIZER AND SEED. 2. ANCHOR THE BLANKET IN A 6" DEEP x 6" WIDE TRENCH AT TOP OF SLOPE. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 3. ROLL BLANKETS DOWN, STARTING AT DOWNSTREAM PROCEEDING UPSTREAM, HORIZONTALLY ACROSS THE SLOPE. 4. PARALLEL BLANKETS MUST BE STAPLED WITH A 4" OVERLAP. 5. SPLICE BLANKETS ONLY AS NECESSARY. PLACE BLANKETS END OVER END WITH AN 12" OVERLAP. USE DOUBLE ROW OF STAGGERED STAPLES 4" APART TO SECURE BLANKET. 6. IN HIGH FLOW APPLICATIONS STAPLE WITH DOUBLE STAGGERED ROW EVERY 30' TO 40'. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF CHANNEL, USE SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED PATTERN. 7. THE TERMINAL END OF THE BLANKETS SHALL BE ANCHORED IN A 6" x 6" TRENCH. BACKFILL AND COMPACT AFTER STAPLING. EROSION CONTROL BLANKET BMP 168 Click to Return to Index Standard Details — Storm Sewer System 1" LETTERING (RECESSED FLUSH) 25 3/4" (2) PICKHOLES (SEE DETAIL) 1" LETTERING (RECESSED FLUSH) r COVER SECTION h f 7/8" COVER BACK 1 1/2" 2 3/4" STORM MANHOLE COVER 1. APPROVED SUPPLIERS OF STORM MAN HOLE COVERS INCLUDE: EAST JORDAN IRON WORKS (PRODUCT# 00377162) OLYMPIC FOUNDRY INC. (PRODUCT# 11-3803) D&L FOUNDRY INC. (PRODUCT# A-1172-37) 169 Click to Return to Index (o Y 0 Standard Details — Storm Sewer System SKIMMER DIAMETER SKIMMER OPENING (WxH) 3' 2'x0.5' 4' 3'x1' 5' 4'x1' 6' 5.5'x1.5' RECTANGULAR SKIMMER OPENING W PROVIDE 6-1/2 ANCHOR BOLTS WITH CUPS (2) 1 1" x r OUTER RING %" x i" STEEL BARS AT4"O.C. GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX.XX' OUTLET ELEVATION. (OE) ELEV.= XXXX.XX' SKIMMER OPENING 4 CY CLASS 1 RIPRAP 0.5' f 1 I" Fxf" STEEL BAR WELD TO EACH MEMBER HOT—DIPPED GALVANIZED GRATE 14 2 SECTIONS (3) E co - 4--, a) DIA. VARIES 1.0 HOLE FOR xx" DIA, OUTLET PIPE 1' MINUS AGGREGATE NOTES: BACKFILL 1. 2. 3. CENTER SKIMMER ON O.E. CONTOUR AND GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. ANCHOR BOLTS SHALL BE STAINLESS STEEL (OR HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN. LENGTH. PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE STYLE BY HAMA INDUSTRIES IS AN APPROVED EQUAL. (SEE HAALAINDUSTRIES.COM) PONDING BASIN SKIMMER STRUCTURE 170 Click to Return to Index Standard Details — Storm Sewer System SKIMMER SKIMMER DIAMETER OPENING (WxH) 5' 4'x1' 6' 5.5'x15' RECTANGULAR SKIMMER OPENING W 4 CY CLASS 1 RIPRAP PROVIDE 6-1/2 ANCHOR BOLTS WITH CLIPS (2) 1 ;" x " OUTER RING 1 ." x i" STEEL BARS AHllH11 AT 4" O.C. bliPBERECST CARWA L SHALL IIIIII11IIIII'_'. =r GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX.XX' ELEV. XXXX.X X' "x]" STEEL BAR WELD TO EACH MEMBER HOT -DIPPED GALVANIZED GRATE IN 2 SECTIONS (3) 1.0' XX" DIA. HOLE IN BAFFLE WALL OUTLET ELEVATION (OE) ELEV.= XXXX.XX' 4'(W) x 1'(H) MIN. OPENING I 0.5' HOLE FOR XX" DIA. OUTLET PIPE 0.5' 1" MINUS AGGREGATE NOTES: BACK FlLL 1. CENTER SKIMMER ON O.E. CONTOUR AND GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. 2. ANCHOR BOLTS SHALL BE STAINLESS STEEL (OR HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN. LENGTH, 3. PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE STYLE BY HAALA INDUSTRIES IS AN APPROVED EQUAL. (SEE HAALAINDLSTRIES.COM) PONDING BASIN SKIMMER STRUCTURE WITH BAFFLE WALL 171 Click to Return to Index Standard Details - Storm Sewer System 4 .r 0; ellifire. el ii II ilareiNbilip490#1411470 alP•0 114,0404,00INF 041111,04114 ii. : fi .,01-0-..00.0- 0.0,,,,,AP• 0, fp, go ... L RIPRAP TABLE OF QUANTITIES FOR RIPRAP AT OUTLETS DIA. (IN) W (FT) L (FT) GEO. FABRIC (SY) GRANULAR FILTER (CY) 18" DEPTH RIPRAP (CY) 12 6 8 19.6 .3 4.4 15 6.5 8 20.8 .3 4,8 18 7 10 25.6 .4 6.4 21 7.5 10 27.4 .6 7.1 24 8 12 33.4 .8 9.2 27 8.5 12 35.2 .9 9.9 30 9 14 41.6 1.1 12.3 36 10 16 50.5 1.6 15.8 42 10.5 18 57.8 1.7 18.7 48 11 20 66.5 2.2 22.2 GRANULAR CUSHION GEOTEXTILE FILTER FABRIC SECTION A - A NOTES: g"..9 Intilitt50 114t .1 SECTION B - B GRANULAR CUSHION GEOTEXTILE FILTER FABRIC 1. RIPRAP Da0=9" WITH Dim 2. PIPE SIZES LARGER THAN SHOWN SHALL HAVE SPECIAL DESIGN SUBMITTED TO CI< PWD FOR REVIEW AND APPROVAL. 3. GEOTEXTILE FABRIC SHALL COVER THE BOTTOM AND SIDES OF THE AREA EXCAVATED FOR THE RIPRAP AND GRANULAR FILTER MATERIALS. RIPRAP AT OUTLETS 172 Click to Return to Index Standard Details — Transportation System Standard Details - Transportation System SHARED a w � w w a w w • w w w w 2' w • > w w w • w wi w 10' EASEMENT 80' 1 9 12' 14' y w, ffi 12' 121' 9' 110' 10'1 I' lW EASEMENT * L • i w w i w w w a PROPE'TY LINE FILLET, 5' x 5' 80' x 80' CLEAR VISION TRIANGLE 80RIGHT OF WAY . l . 1 10' EASEMENT SHARED USE PATH BOULEVARD 2, 14' LANE CENTER TURN LANE 2 12' LANE CURB AND GUTTER 9' 10' 2% 4 ASPHALT 6" CRUSHED BASE 15" SUB—BASE 44' Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. MINOR ARTERIAL 173 Click to Return to Index Standard Details — Transportation System F E E :;sl DEWALK 4 4 4 E F 4 f i f 4 •k 4 4 f 10' EASEMENT 80' 10' 5' 9' i'5' f 12' 1 4' 12' 5'n' 9' 15' 10' T ♦ 4 PROPERTY LINE FILLET, 5' x 5' 80' x 80' CLEAR VISION TRIANGLE 80' RIGHT OF WAY 10' EASEMENT SIDEWALK 27,' ---,n BQULEVARD5 I 2, BIKE LANE LANEI 2 14' CENTER TURN LANE 2 12' LAN E 5' BIKE LANE CURB AND GUTTER 9' � 2! 4" ASPHALT 6" CRUSHED BASE 15" SUB -BASE 54' Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. MAJOR COLLECTOR 174 Click to Return to Index Standard Details — Transportation System 110 60' RIGHT OF WAY r. i-: r._. i-. I: • 1 EASEI IENS SI➢EWALK 5'I 6 12' 12' 10' } 65' li ■ ■ ■ `PAVELOE AS REQUIRED 8" WH C SS 1 0' PAVEMENT MARKINGS AS REQUIRED, 24" WHITE STOP EAR STREET AND STOP SIGN TTP, 10' EASEMENT 60' RIGHT OF WAY PROPERTY LINE FILLET, 5' x 5' 80' x 8Q CLEAR VISION TP N NGLE 10' EASEMENT SIDEWALK BOULEVARD 12' 2% 12' 10' TRAVEL LANE 2% TRAVEL LANE 2% PARKING LANE CURB AND GUTTER 6' 5' 2% : Ars.r ?fix-- u s 'dr d" •-�rr761. SAC; 0 C�? 4" ASPHALT 6" CRUSHED BASE 15" SUB -BASE 40' Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS fiastandsa UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. se MINOR COLLECTOR 175 Click to Return to Index Standard Details — Transportation System EASEMENT SID 60' RIGHT OF WAY 10' 5' ADA SIDEWALK RAMP, P. 9' 5' 10' L --- 10' EASEMENT S S5 STREET AND STOP SIGN, TYP. w w 55 SIDEWALK EASEMENT STORMWATER CATCH BASIN, TYP. 60' RIGHT OF WAY 17 W PROPERTY LINE FILLET, 5' x 5' 80' x 80' CLEAR VISION TRIANGLE 10' EASEMENT SIDEWALK BOULEVARD 2i 14' 14' 2% 4" ASPHALT 6 CRUSHED BASE 9" SUB -BASE 34' CURB AND GUTTER 9' 5' Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS 2% UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. URBAN LOCAL 176 Click to Return to Index Standard Details — Transportation System 20' RIGHT OF WAY 6' 6' 2% \_1*4" ASPHALT 6" CRUSHED BASE 15" SELECT SUB -BASE 0 ®SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS RESIDENTIAL 20' RIGHT OF WAY 10' 10' 29: \\'-4" ASPHALT 6 CRUSHED BASE 5" SELECT SUB -BASE ® SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS COMMERCIAL ALLEY TYPICAL SECTION 11 ASPHALT - SHALL BE PG58-28 ASPHALT CONCRETE PAVEMENT SURFACE COURSE PG58-28 SHALL BE ACCOMPLISHED IN ACCORDANCE WITH SECTION 02510 MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, SEVENTH EDITION, APRIL 2021. SEE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION FOR PAVEMENT AND MATERIAL TESTING REQUIREMENTS. © CRUSHED GRAVEL BASE, -3/4" DIAMETER 095% MAX DRY DENSITY (± 3% OPTIMUM MOISTURE) PER AASHTO T-99 aP SUB -BASE 495% MAX DRY DENSITY a 3% OPTIMUM MOISTURE) PER AASHTO T-991. ® CRUSHED GRAVEL SHOULDER, -3/4" DIAMETER 0 95% MAX DRY DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. A. THICKNESSES OF ASPHALT, CRUSHED GRAVEL AND SUB -BASE SHALL BE AS SHOWN, UNLESS AN ALTERNATE DESIGN 15 APPROVED. THE FINAL STREET DESIGN SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO START OF CONSTRUCTION. B. THE WIDTH OF THE RIGHT-OF-WAY MAY BE INCREASED DUE TO UTILITIES, OR OTHER REQUIREMENTS. C. THE MAXIMUM GRADE SHALL BE 8%. D. ON STREET PARKING GOVERNED BY CITY 08 KALISPELL SUBDIVISION REGULATIONS. ST6 ROAD CONSTRUCTION NOTES AND SPECIFICATIONS 177 Click to Return to Index Standard Details — Transportation System a-, ill CU w ro N w 1. 1/2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY, 2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1.2" AND A MINIMUM WIDTH OF 1/8". CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4". 4. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 P51, 5% TO 8% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW, 8. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4" DIAMETER IS REQUIRED FOR THE CURB AND GUTTER FOUNDATION, THE BASE MATERIAL SHALL BE COMPACTED TO 95% DENSITY (± 3% OPTIMUM MOISTURE). PER AASHTO T-99. STANDARD CURB AND GUTTER SECTION 1. 1/2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY. 2, CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1)5" AND A MINIMUM WIDTH OF 1/8". CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OF SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4". 4. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL. -3/4" DIAMETER IS REQUIRED FOR THE CURB AND GUTTER FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 95% DENSITY (± 3% OPTIMUM MOISTURE) PER PASHTO T-99. 7, THIS CURB DOES NOT MEET HANDICAPPED ACCESS REQUIREMENTS AND SHALL NOT BE USED FOR ACCESS RAMPS. STANDARD DRIVE OVER CURB AND GUTTER 178 Click to Return to Index Standard Details — Transportation System PAVEMENT 1. 1 /2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY. 2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1y" AND A MINIMUM WIDTH OF 1/8". CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. VISIBLE EDGES SHALL BE FINISHED TO A RADIUS OF 1/4", UNLESS OTHERWISE NOTED. 4. GRADE, ALIGNMENT AND FORMS SHALL BE INSPECTED BY THE CITY PRIOR TO POURING. 5. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PSI, 6% TO 8% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4", 6. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 7. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4" DIAMETER IS REQUIRED FOR THE CURB FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 95% MOD (+/- 3% MOISTURE) PER PASHTO T-99. 8. IF SLIP -FORMS ARE USED, A TEST SECTION SHALL BE POURED, INSPECTED AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO PLACEMENT OF ANY PERMANENT STRAIGHT CURB. 9. ONLY ALLOWED WITH SPECIFIC APPROVAL OF CITY ENGINEER TO MATCH EXISTING CURB, STRAIGHT CURB SECTION 0 5' SIDEWALK S=2.00% MAX 9' LOCAL ST. 6' COLLECTOR S=2.00% MIN 411 itIliii1P1 RI RAM& MOM big '"�'e�°�•s BOULEVARD 1. PRE -FORMED 1/2" EXPANSION JOINT MATERIAL MEETING THE REQUIREMENTS OF PASHTO M-213 SHALL BE PLACED AT 45 -FOOT INTERVALS AND AT ALL COLD JOINTS. 2. CONTRACTION JOINTS SHALL BE SPACED THE APPROXIMATE SAME DIMENSION AS THE WIDTH, BUT NOT TO EXCEED 51X FEET. CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE THE EDGES ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. CONTRACTION JOINTS SHALL BE A MINIMUM OF Y4 TIMES THE SIDEWALK THICKNESS. 3. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH AN EDGING TOOL WITH A MINIMUM 1/4" RADIUS. 4. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PSI, 55 TO 85 AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5. SIX INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4" DIAMETER IS REQUIRED FOR THE SIDEWALK FOUNDATION, THE BASE MATERIAL SHALL BE COMPACTED TO 958 DENSITY (± 35 OPTIMUM MOISTURE) PER PASHTO T-99. 6. SIDEWALK MINIMUM THICKNESS: RESIDENTIAL: 4" COMMERCIAL OR AT DRIVE APPROACH: 6" STANDARD SIDEWALK SECTION 179 Click to Return to Index Standard Details — Transportation System BOULEVARD unnnIIIIIIIsaA 4 `i TRANSITION SIDEWALK 5' SIDEWALK FLOWLINE CURB AND GUTTER EXPANSION JOINT APRON 6' 2% MAX TRANSITION 6" CONCRETE W/6" BASE MATERIAL BASE MATERIAL SECTION A -A 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, -3/4" DIAMETER COMPACTED TO 95% DENSITY (+/- 3% OPTIMUM MOISTURE) PER PASHTO T-99, 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4" DRIVEWAY DETAIL FOR CURB & GUTTER TRANSITION SIDEWALK 5' 2% MAX APRON 6' MIN TRANSITION 6" CONCRETE 1" VERTICAL EXPOSURE ACROSS DRIVEWAY SECTION 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, - 3/4" DIAMETER COMPACTED TO 95% MAX DRY DENSITY (+/- 3% OPTIMUM MOISTURE) PER PASHTO T-99. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRAINMENT, AND A MAXIMUM SLUMP OF 4" SECTION A -A BASE MATERIAL DRIVEWAY DETAIL FOR STRAIGHT CURB 180 Click to Return to Index Standard Details — Transportation System SIDEWALK SHALL BE 6" MIN. AT DRIVEWAY 6' SIDEWALK 5' 2% MAX APRON 6" CONCRETE W/6" BASE MATERIAL 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, —3/4" DIAMETER COMPACTED TO 95% DENSITY (+/— 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28—DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4" BASE MATERIAL SECTION A -A DRIVEWAY DETAIL SIDEWALK AT CURB ALT 1 SIDEWALK SHALL BE 6" MIN. AT DRIVEWAY �I WALK .:T2AMP CONCRETE RAMP SIDEWALk< 6' VARIES SIDEWALK 5' A 6" CONCRETE W/6" BASE MATERIAL 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, —3/4" DIAMETER COMPACTED TO 95% DENSITY (+/— 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28—DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4" 4$ MAXI BASE MATERIAL SECTION A -A DRIVEWAY DETAIL SIDEWALK AT CURB ALT 2 181 Click to Return to Index Standard Details — Transportation System a-+ ill CU w a-. N w LL SWALE w 0 4" ASPHALT • 5 FT SIDEWALK '"4 FT PUBLIC UTILITY BENCH R/O/W 12" CULVERT WITH FLARED END SECTION DELINEATOR POST AT CULVERT ENDS 'SHOULDER* —SAW CUT FOR PAVING JOINT AT EXISTING ASPHALT A SAW CUT FOR PAVING JOINT AT EXISTING ASPHALT EXISTING RURAL ROAD 12" CULVERT WITH In*4" ASPHALT FLARED END SECTION * Ql 6" CRUSHED BASE ® SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS SECTION A -A 24" 1I1 0 U w a 0 w U w a a OMNI SLEEVE SEE Z�.�®� NOTE DRIVEWAY DETAIL FOR RURAL ROAD MINIMUM BACK OF CURB TO EDGE OF SIGN IN URBAN AREAS. IN RURAL AREAS MINIMUM EDGE OF PAVEMENT TO EDGE OF SIGN. SIGN HEIGHT IN RURAL AREAS SHALL BE MEASURED FROM EDGE OF PAVEMENT 'STOP' SIGN SIZED PER MUTCD (MIN. 30") 2" GALVANZIED 12 GA PSST* 2 i" GALVANIZED 12 GA PSST CONNECTION MEETING MDT BREAKAWAY REQUIREMENTS. EMBED 4' WITH 2" EXPOSED. PROVIDE 2.5" GALVANIZED NON -PERFORATED SLEEVE FOR TOP 18" OF ANCHOR.* SIGNAGE ON STREETS WITH A SPEED LIMIT GREATER THAN 25 MPH SHALL UTILIZE 2.5" GALVANIZED 12 GA PSST FOR THE POLE AND A 3" SQUARE NON -PERFORATED 7 GA TUBE FOR THE ANCHOR SLEEVE. THE SIGN POST SHALL BE CONNECTED TO THE ANCHOR SLEEVE USING A TRIANGULAR SLIP BASE ASSEMBLY INSTALLED PER THE MANUFACTURER RECOMMENDATIONS. SHIM AS REQUIRED PER MANUFACTURER RECOMMENDATION TO TAKE UP TOLERANCE BETWEEN SLIP BASE STUB AND ANCHOR SLEEVE. STANDARD ALL STREET NAME SIGNS SHALL BE 0.125 GAUGE FLAT ALUMINUM STOCK. ALL OTHER SIGN BLANKS SHALL BE 0.080 GAUGE FLAT ALUMINUM STOCK, STREET NAME SIGN BLANKS SHALL BE 9" IN HEIGHT. LENGTH SHALL BE DETERMINED BY THE STREET NAME. CORNER RADIUS SHALL BE 1.5" STREET SIGN SHALL BE WHITE ON GREEN ACCORDING TO MUTCD WITH 4" WHITE BORDER. LETTERING SHALL BE 6" HIGH IN CAPITAL LETTERS. PREFIX & SUFFIX SHALL BE 4". LETTERING SHALL BE HWY B FONT. ALL SIGN FACES SHALL BE 3M HIGH INTENSITY DIAMOND GRADE REFLECTIVE SHEETING OR APPROVED EQUAL, STREET NAME SIGNS SHALL BE ATTACHED TO THE TOP OF THE SIGN POST WITH A SQUARE CAP SIGN HOLDER WITH A 12" LONG MOUNTING BRACKET. A 12" LONG 90° CROSSPIECE SHALL BE USED FOR DUAL SIGN APPLICATIONS. INSTALL 2 i" x 18" X 12GA. OMNI SLEEVE IN UNDISTURBED AREAS. IN DISTURBED AREAS ENCASE POST WITH A MINIMUM OF 18" DIAMETER BY 24" LONG CONCRETE BASE. STREET SIGN DETAIL REV 9/12/18 182 Click to Return to Index Standard Details — Transportation System A ATCH LON ITUDINAL GRADE MATCH LON ITUDINAL Li\\14441441m4"" ao 4000 PSI CONCRETE 8' SECTION A—A STREET GRADE A REINFORCED WITH 10/10 6x6 WWF SUPPORTED WITH #3 REINFORCING BARS AT 48" ON CENTER EACH WAY ON 3" CHAIRS STREET INTERSECTION GUTTER DETAIL 2' WING AND CURB TRANSITION 24" x 60" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE, ADA SOLUTIONS, INC OR APPROVED EQUAL, BRICK RED IN COLOR 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2 THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.33%). 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (2%). 4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS. 5. ALTERNATE DESIGNS AND LOCATIONS SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILITES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCTION. 6. PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE. TYPICAL PEDESTRIAN RAMP DETAIL 183 Click to Return to Index Standard Details — Transportation System 2' WING AND CURB TRANSITION `PROPERTY LINE ‘•". 4** 24" x 60" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE, ADA SOLUTIONS, INC OR APPROVED EQUAL, BRICK RED IN COLOR 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.333). 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (23). 4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (23) IN ALL DIRECTIONS. 5. ALTERNATE DESIGNS AND LOCATIONS SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILITES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCTION. 6. PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE. TYPICAL COLLECTOR PEDESTRIAN RAMP DETAIL CROSSWALK MAXIMUM 1:12 60" x 24" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE, ADA SOLUTIONS, INC. OR APPROVED EQUAL BRICK RED IN COLOR RETROFIT AREA MAX. 2% EEE ,E.daCw ...... ..•...... CROSSWALK 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.33%). 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (23). 4_ A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS. 5. IN INSTANCES WHEN IT WILL BE TECHNICALLY INFEASIBLE FOR A PEDESTRIAN RAMP TO BE CONSTRUCTED TO FULL AND STRICT COMPLIANCE WITH ADA STANDARDS, THE PEDESTRIAN RAMP MUST BE INSTALLED TO PROVIDE ACCESSIBILITY TO THE MAXIMUM EXTENT FEASIBLE. ALTERNATIVE DESIGNS SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO CONSTRUCTION. 6. PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE. RETROFIT PEDESTIAN RAMP DETAIL 184 Click to Return to Index Standard Details — Transportation System DESIGN TOP OF CURB GRADE 0.2 FT BELOW DESIGN TOP OF CURB GRADE PAVEMENT GRADE DIRECTION OF TRAFFIC P�ou0000000� COMOp000 0.2 ET BELOW PAVEMENT GRADE MAW 0.2 FT BELOW DESIGN TOP OF CURB GRADE (SET TO LONGITUDINAL STREET GRADE) 1. REINFORCE CONCRETE WITH 10/10 6 X 6 WWF SUPPORTED WITH #3 REINFORCING BARS AT 48" ON CENTER EACH WAY ON 3" 1-1I014 CHAIRS 2. CONSTRUCT PRIOR TO PAVING. CONCRETE CURB INLET APRON DETAIL ROUND CONCRETE VALVE COLLAR ALTERNATE SQUARE CONCRETE VALVE COLLAR #4 REBAR CENTER HORIZ. AND VERT. VALVE BOX CONTROL JOINT, TYP OF 4 ROUND CONCRETE MANHOLE COLLAR ALTERNATE SQUARE CONCRETE MANHOLE COLLAR TYPICAL ROAD SECTION PER TRENCH DETAIL 12" MIN VALVE BOX 3/8.. PLAN VIEW NOTE: 1. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH A 1/4" RADIUS EDGING TOOL, 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAX. AGGREGATE, MIN. 28 DAY STRENGTH OF 4500 PSI, 5% TO 8% AIR ENTRAINMENT AND MAX SLUMP OF 4'. 3. ALL JOINTS SHALL BE SAW CUT. MANHOLE RING AND CASTING #4 REBAR CENTER HORIZ. AND VERT. CONTROL JOINT, TYP OF 4 TYPICAL ROAD SECTION TRENCH DETAIL 18" MIN ww110LE RING AND CASIING CONCRETE VALVE BOX COLLAR #4 REBAR CENTER HORIZ. AND VERT. PER CONCRETE MANHOLE COLLAR 3/8" cn L0 SECTION VIEW #4 REBAR CENTER HORIZ. AND VERT. CONCRETE COLLAR DETAILS 185 Click to Return to Index Standard Details — Transportation System CD o +J %-." fW w t� � W . ▪ —.4- W W W , •. ▪ w 1 -EASEMENT• • '•- Y W Y Y. Y Y• Y Y W Y W .er, • • " + . WW W W WW EE LOCAL STREET SECTION FOR ROAD BASE CONSTRUCTION W1 • - Y w/ • V V W� W W / 60 FT RIGHT OF WAY 19 FT EASEMENT �r r EASEMENTMEN Y Y .Y YAR STREET STOP SI PROPERTY LINE FILLET, 5' x 5' NDIr>tlsolw . W W Y W N, TYP 44ice!� W • SS SS SS Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS SS ADA SIDEWALK RAMP, TY?. UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. ST.23 LOCAL STREET CUL-DE-SAC 186 Click to Return to Index Standard Details — Transportation System UTILITY EASEMENT ,DD'DL BOULEVARD s, I� EDGE OF PUBLIC RIGHT-OF-WAY ADA MAILBOX PULLOUT TYPICAL DETAIL 187 Click to Return to Index Standard Details — Transportation System • aINO ROAD CENTERLINE LANE CENTERLINE WHEEL PATH NOTE: 1. WHEEL PATH IS DEFINED AS 3' ON EACH SIDE OF THE CENTER OF THE LANE AND 6" ON EACH SIDE OF THAT LINE. WHEEL PATH DETAIL GATE SHALL ONLY BE SECURED BY LATCH. NO PINS SHALL BE ANCHORED INTO THE GROUND TO KEEP THE GATE CLOSED. WALL CONSTRUCTION MATERIALS NOT DICTATED BY THIS DETAIL :ZA ENCLOSURE GATE NOTES: 1. DETAILS SHOW MINIMUM DIMENSIONS. 2. BOLLARDS MAY BE PLACED INSIDE ENCLOSURE BUT MUST BE WITHIN 4" OF THE WALL. 3. BOTTOM OF ENCLOSURE SHALL BE CONCRETE OR ASPHALT. Z10' MIN OPENING 0 Q 1 2' PLAN VIEW SOLID WASTE ENCLOSURE 188 Click to Return to Index K:iiir%044%, ALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION PUBLIC WORKS DEPARTMENT CITY OF KALISPELL, MONTANA ■ • JULY 5, 2022 ,eN4olk„*, KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION PUBLIC WORKS DEPARTMENT CITY OF KALISPELL, MONTANA 2 Table of Contents Chapter 1 Construction Within City Right of Way 1.1. General Provisions 1.1.1 Standards 1.1.2 Public Right of Way Pcrmit 1.1.3 City Fees 1.1.1 Applicable Laws and Indemnification of the City 1.1.5 Interruption of Service 1.1.6 Traffic and Pedestrian Control 1.1.7 Liability Insurance 1.1.8 Bonding 1.1.9 Guarantee for Equipment, Materials, and Workmanship 1.1.11 Intersection-Menuments 1.1.12 Pollution Controls 1.1.13 Pavement Restoration 1.1.14 Construction Inspection 1.1.15 Stop Work Order 1.1.16 Relocation of Utilities 1.2. Project Requirements 1.2.1 Contractors Requ*we ents 1.3. Construction Standards 1.3.1 Underground Utilities 1.4. Construction Inspection, Testing, and Quality Control 1.4.1 Construction Inspection 1.4.2 Compaction Testing 1 1.4.3 Vidco Inspection 1 1.5. Boulevard Landscaping 1 1.5.1 Requirements 1 Chapter 1 Construction Within City Right -of -Way 1.1. General Provisions 1.1.1 Standards 1 1.1.2 Public Right-of-Way Permit 1 1.1.3 City Fees 2 1.1.4 Applicable Laws and Indemnification of the City 3 1.1.5 Interruption of Service 3 1.1.6 Traffic and Pedestrian Control 3 1.1.7 Liability Insurance 4 1.1.8 Bonding 4 1.1.9 Guarantee for Equipment, Materials, and Workmanship 5 1.1.10 Excavation and Disposal of Material from Existing Public Right-of-Way and Easement 5 1.1.11 Intersection Monuments 6 1.1.12 Pollution Controls 6 1.1.13 Pavement Restoration 6 1.1.14 Construction Inspection 7 1.1.15 Stop Work Order 7 1.1.16 Relocation of Utilities 7 1.2. Project Requirements 8 1.2.1 Contractors Requirements 8 1.3. Construction Standards 8 1.3.1 Underground Utilities 8 1.4. Construction Inspection, Testing, and Quality Control 9 1.4.1 Construction Inspection 9 1.4.2 Compaction Testing 10 1.4.3 Video Inspection 12 1.5. Boulevard Landscaping 12 1.5.1 Requirements 12 1.6. Record Drawings and Projcct Acceptance 1 1.6.1 Certification 1 1.6.2 Record Files 1 1.6.3 Acceptance 1 1.7. Two-Year Guarantee Inspection 1 1.7.1 Requirements 1 1.7.2 Wara+rty Work 1 Chapter 2 Design Criteria 1 2.1. Plans 1 2.1.1 General Items 1 2.1.2 Title Sheets) (Shall not exceed 3 Shccts): 1 2.1.3 Plan Shccts 1 2.1.4 PI - afi4 Profile Sheets 1 2.1.5 Detail Sheets 1 2.1.6 Road and Drainage Plans 1 2.1.7 Drainage Facilities and Swalcs 1 2.1.8 Basin Maps 2 Chapter 3 Project Submittals 2 3.1. Process 2 3.1.1 Submittals 2 3.1.2 Resubmittals 2 3.1.3 Delivery 2 3.1.4 Fees 2 3.2. Responsibilities 2 3.2.1 Professional Engineer 2 3.2.2 Contractor 2 3.2.3 City Engineering Staff 2 3.2.4 Developer 2 3.2.5 All Partics 2 3.3. Design or Construction Deviation 2 3.3.1 Requirements• 2 3.1. Municipal Facilities Exclusion (MFE) 2 iii Chapter 4 Development 25 4.1. Rcirements 25 4.1.1 General 25 x.1.2 Utilities 25 4.1.3 Utility Easements: 26 Chapter 5 Water System 27 5.1. Design Standards 27 5.1.1 Design Report 27 5.1.2 Water Pipe 27 5.1.3 Valves 28 5.1.4 Firc Hydrants 28 5.1.5 Water Services 29 5.2. Construction Standards 30 5.2.1 General 30 5.2.2 Offsets 30 5.2.3 Water Pipe 31 5.2.1 Valves 31 5.2.5 Valve Boxes 31 5.2.6 Firc Hydrants 31 5.2.7 Scrvicc Saddles 31 5.2.8 Corporation Stop and Curb Stop Valves 32 5.2.9 Scrvicc Fittings 32 5.2.10 Curb Rees 32 5.2.11 Scrvicc Pipc 32 5.2.12 Meter Pits / Vaults 32 5.2.13 Tapping Sleeves 33 5.2.14 Ductile Iron-Fittings 33 5.2.15 Mechanical Joint Restraints 33 5.2.16 Pipc Bedding 33 5.2.17 Warning Tape 33 5.2.18 Toncr Wire 33 5.2.19 Marker Posts 34 iv 5.2.20 Casing 3 5.2.21 Sanitary Connections 3 5.2.22 Couplings 3 6 Sanitary Sewer System 3 aptcr 6.1. Design Standards 3 6.1.1 Design Report 3 6.1.2 Sulfide Generation Analysis 3 6.1.3 Usage Restriction 3 6.1.4 Gravity Mains 3 6.1.5 Manholes 3 6.1.6 Location 3 6.1.7 Lift Stations 3 6.1.8 Force Mains 3 6.1.9 Service Lines 3 6.1.10 Grease Interceptors. 3 6.1.11 Sand / Oil Separators: 3 6.1.12 Sample Port 3 6.2. Construction Standards 3 6.2.1 General 3 6.2.2 Offsets 4 6.2.3 Gravity Sewer Pipe 4 6.2.4 Forcc Mains 4 6.2.5 Service Lines 4 6.2.6 Detectable Warning Tape 4 6.2.7 Marker Posts 4 6.2.8 Manholes 4 6.2.9 Lift Stations 4 e - - 4 - - 6.2.11 Sand / Oil Separators 4 6.2.12 Sam 4. -pie -Ports 6.2.13 Pipe Bedding 4 6.2.14 Casing 5 v i Chapter 7 Storm Sewer System 54 7.1. Der iga Staadards 54 7.1.1 Regulater-y Thresholds 54 7.1.2 Basic Requirements (BR 1) Drainage Submittal 55 7.1.3 BR 2 Geotechnical Site Characterization 60 7.1.4 BR -3 Water Quality Treatment 66 7.1.5 BP 4 -Pew -Control 71 7.1.6 BR -5 Conveyance 85 7.1.7 BR 6 Erosion and Sediment Control 95 7.1.8 BR 7 Operation and Maintenance (O&M) 96 7.1.9 Parcels and Easements 100 7.2. Construction Standards 101 7.2.1 General 101 7.2.2 Offsets 102 7.2.3 Culverts and Storm Main 102 7.2.4 Structures 103 7.2.5 Pipe Bedding 103 Chapter 8 Transportation System 104 8.1. Design Standards 104 8.1.1 General 104 8.1.2 Traffic Impact Study (TIS) 104 8.1.3 Intersections 109 8.1.4 Dead-end Streets 110 8.1.5 Sight Distance 110 8.1.6 Collector and Arterial Streets 110 8.1.7 Traffic Control Signs, Street Name Signs and Strcct Names 111 848- Sidewalks. 114 8.1.9 Boulevard/Open Space: 114 8.1.10 Multiple Use Paths. 114 8.1.11 On -Street Parking. 115 8.1.12 Driveways. 117 8.1.13 Placement of Utilities• 118 vi 8.1.14 Street Lighting 11 8.1.15 Traffic Calming Devices 12 8.1.16 Mailbox Cluster 12 8.2. Construction Standards 12 8.2.1 General 12 8.2.2 Materials: 12 Glossary of Acronyms and Tcrms 12 Appendix A Checklist for Identifying Wetlands 12 Appendix B1 Swale Flood Tcst 13 Appendix B2 — Pond Flood Test 13 Appendix C BMP T5.100 API (Baffle Typc) Separator Bay 13 Appendix D Flow Spreader Options 13 Appendix E Filter Strips Uscd for Prc Treatment 13 14 Appendix G1 Example Calculation Non Flooded Width 14 Appendix G2 Example Calculation Grate Inlet Capacity 14 Appendix li1— Facility Maintenance Recommendations 14 Appendix H2 Facility Inspection Checklist 15 Appendix H3 Example Waiver to Protcst SID 15 Appendix 1 Example Ownership Transfer Letter 15 Appendix! Example Agreement for Construction Inspection 15 Standard Details General 16 Standard- Details — Water System 16 Standard Details Sanitary Sewer System 17 Standard Details Storm Scwcr System 19 Standard Details Transportation Systcm 21 1.6. Record Drawings and Project Acceptance 1 1.6.1 Certification 1 1.6.2 Record Files 1 1.6.3 Acceptance 1 1.7. Two -Year Warranty Inspection 1 1.7.1 Requirements 1 vii 1.7.2 Warranty Work 14 Chapter 2 Design Criteria 15 2.1. Plans 15 2.1.1 General Items 15 2.1.2 Title SheetLs) (Shall not exceed 3 Sheets): 16 2.1.3 Plan Sheets 16 2.1.4 Plan and Profile Sheets 16 2.1.5 Detail Sheets 18 2.1.6 Road and Drainage Plans 18 2.1.7 Drainage Facilities and Swales 19 2.1.8 Basin Maps 20 Chapter 3 Project Submittals 21 3.1. Process 21 3.1.1 Submittals 21 3.1.2 Resubmittals 22 3.1.3 Delivery 22 3.1.4 Fees 22 3.1.5 Construction Drawings 22 3.2. Responsibilities 23 3.2.1 Professional Engineer 23 3.2.2 Contractor 23 3.2.3 City Engineering Staff 23 3.2.4 Developer 23 3.2.5 All Parties 23 3.3. Design or Construction Deviation 24 3.3.1 Requirements• 24 3.4. Municipal Facilities Exclusion (MFE) 24 3.4.1 Process: 24 Chapter 4 Development 25 4.1. Requirements 25 4.1.1 General 25 4.1.2 Utilities 25 viii 4.1.3 Utility Easements: 2 Chapter 5 Water System 2 5.1. Design Standards 2 5.1.1 Design Report 2 5.1.2 Water Pipe 2 5.1.3 Valves 2 5.1.4 Fire Hydrants 2 5.1.5 Water Services 2 5.2. Construction Standards 3 5.2.1 General 3 5.2.2 Offsets 3 5.2.3 Water Pipe 3 5.2.4 Valves 3 5.2.5 Valve Boxes 3 5.2.6 Fire Hydrants 3 5.2.7 Service Saddles 3 5.2.8 Corporation Stop and Curb Stop Valves 3 5.2.9 Service Fittings 3 5.2.10 Curb Boxes 3 5.2.11 Service Pipe 3 5.2.12 Meter Pits / Vaults 3 5.2.13 Tapping Sleeves 3 5.2.14 Ductile Iron Fittings 3 5.2.15 Mechanical Joint Restraints 3 5.2.16 Pipe Bedding 3 5.2.17 Warning Tape 3 5.2.18 Toner Wire 3 5.2.19 Marker Posts 3 5.2.20 Casing 3 5.2.21 Sanitary Connections 3 5.2.22 Couplings 3 Chapter 6 Sanitary Sewer System 3 ix 1 6.1. Design Standards 36 6.1.1 Design Report 36 6.1.2 Sulfide Generation Analysis 37 6.1.3 Usage Restriction 37 6.1.4 Gravity Mains 37 6.1.5 Manholes 37 6.1.6 Location 38 6.1.7 Lift Stations 38 6.1.8 Force Mains 39 6.1.9 Service Lines 39 6.2. Construction Standards 39 6.2.1 General 39 6.2.2 Offsets 40 6.2.3 Gravity Sewer Pipe 40 6.2.4 Force Mains 40 6.2.5 Service Lines 40 6.2.6 Detectable Warning Tape 41 6.2.7 Marker Posts 41 6.2.8 Manholes 41 6.2.9 Lift Stations 42 6.2.10 Pipe Bedding 49 6.2.11 Casing 50 Chapter 7 Pretreatment 51 7.1. Design And Construction Standards 51 7.1.1 General 51 7.1.2 All Grease Interceptors 51 7.1.3 Interior Grease Interceptor 51 7.1.4 Exterior Gravity Grease Interceptor and Sample Port 52 7.1.5 Grease Interceptor Abandonment 52 7.1.6 Sand / Oil Separators 52 7.1.7 Sample Port 52 7.1.8 RV Dump Stations 53 x Chapter 8 Storm Sewer System 5 8.1. Design Standards 5 8.1.1 Regulatory Thresholds 5 8.1.2 Basic Requirements (BR -1) Drainage Submittal 5 8.1.3 BR -2 Geotechnical Site Characterization 6 8.1.4 BR -3 Water Quality Treatment 6 8.1.5 BR -4 Flow Control 7 8.1.6 BR -5 Conveyance 8 8.1.7 BR -6 Erosion and Sediment Control 9 8.1.8 BR -7 Operation and Maintenance (O&M) 9 8.1.9 Parcels and Easements 10 8.2. Construction Standards 10 8.2.1 General 10 8.2.2 Offsets 10 8.2.3 Culverts and Storm Main 10 8.2.4 Structures 10 8.2.5 Pipe Bedding 10 Chapter 9 Transportation System 10 9.1. Design Standards 10 9.1.1 General 10 9.1.2 Traffic Impact Study (TIS) 10 9.1.3 Intersections 10 9.1.4 Traffic Calming 11 9.1.5 Dead-end Streets 11 9.1.6 Sight Distance 11 9.1.7 Collector and Arterial Streets 11 9.1.8 Street Minimum Requirements: 11 9.1.9 Traffic Control Signs, Street Name Signs and Street Names 11 9.1.10 Sidewalks• 11 9.1.11 Boulevard/Open Space: 11 9.1.12 Multiple Use Paths• 11 9.1.13 On -Street Parking• 11 xi 9.1.14 Driveways• 117 9.1.15 Placement of Utilities• 118 9.1.16 Street Lighting 119 9.1.17 Traffic Calming Devices 123 9.1.18 Mailbox Cluster 123 9.2. Construction Standards 123 9.2.1 General 123 9.2.2 Materials: 123 xii Glossary of Acronyms and Terms 12 Appendix A — Checklist for Identifying Wetlands 12 Appendix B1 — Swale Flood Test 13 Appendix B2 — Pond Flood Test 13 Appendix C — BMP T5.100 API (Baffle Type) Separator BaV 13 A..endix D — Flow S. reader O.tions 13 Appendix E — Filter Strips Used for Pre -Treatment 13 Appendix F — Planting Guidelines 14 Appendix G1 — Example Calculation — Non -Flooded Width 14 Appendix G2 — Example Calculation — Grate Inlet Capacity 14 Appendix H1— Facility Maintenance Recommendations 14 Appendix H2 — Facility Inspection Checklist 15 Appendix H3 — Example Waiver to Protest SID 15 Appendix I — Example Ownership Transfer Letter 15 Appendix J — Example Agreement for Construction Inspection 15 Standard Details—General 16 Standard Details — Water System 16 Standard Details—Sanitary Sewer System 17 Standard Details—Pretreatment 19 Standard Details — Storm Sewer System 19 Standard Details—Transportation System 21 Chapter 1 Construction Within City Right -of -Way 1.1. GENERAL PROVISIONS 1.1.1 Standards A. The latest published edition of the Montana Public Works Standard Specifications (MPWSS') are adopted in their entirety, except as amended herein. With respect to the design and/or construction of public facilities, and conflict(s) or difference(s) between the MPWSS, the City of Kalispell (CK) Subdivision Regulations2, and the CK Standards for Design and Construction (Standards) shall be resolved in favor of the Standards. B. New construction will be built under the Standards in effect at the time of construction. C. If construction of the approved plans is not completed within 1-836 months from the date of design approval, and updates to the Standards have occurred since the date of approval, the design plans, specifications, and reports shall be resubmitted for City review and approval. City review fees for additional reviews of previously approved plans shall be waived. 1.1.2 Public Right -of -Way Permit A. All construction, excavation, or other work on public or private property which will necessitate the use of the public right-of-way or easement shall require a Public Right -of -Way Permit issued by the Public Works Department (PWD). B. The work authorized by the Permit includes, but is not limited to: street construction and repair; water, sewer, and storm system construction and repair; utility connections and repair; and landscaping, sidewalk, curbing and driveway construction and repair. C. Also included are any other uses of the public right-of-way where there is a possibility of creating a hazard. Examples of hazards are scaffolding, storage of materials or equipment, crane and equipment operations, demolition, sandblasting and painting operations, temporary construction or demolition dumpster placement and any other use deemed a hazard by the PWD. D. The Permit will not be issued until all insurance and bonding requirements have been met. 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 2 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 1 Click to Return to Index E. In an emergency which requires repairs to be made immediately, the Contractor may excavate and complete the repairs without first having obtained a Permit. Prior to beginning work at the site during normal working hours, the Contractor shall notify the PWD at 758-7720. Prior to beginning work after hours, the Contractor shall notify police dispatch at 758-7780. In either case, the Contractor shall describe the circumstances and provide the location of the emergency repairs. The Contractor shall obtain the Permit no later than the next scheduled City workday. F. All provisions of the Standards shall be complied with regardless of the circumstances of the construction. G. All steel tracked equipment operating within a public street right-of-way shall be fitted with triple grouser street pads. The Contractor shall be responsible for damages to City infrastructure within the public street right- of-way. 1.1.3 City Fees A. Water & Sewer Service Connection Fee (Impact Fees) I. An impact fee shall be paid for the connection of each new water and sewer service to the system. This fee must be paid even if a service line has previously been stubbed to the property line or other accessible location. Impact fees for water and/or sewer must be paid before a Building Permit will be issued by the Building Department and before service is approved. Impact fees may be paid in installments as established by City Ordinance No. 16811. B. Construction of Water Service. I. When it is necessary to tap an existing water main for a service connection: the Contractor will excavate around the main and prepare a safe trench from the main to the approved curb stop location; the City will provide the equipment, labor and materials required to tap the main and install the service line from the main to the curb stop valve; the Contractor will install backfill, and restore the pavement surface. The City will charge the Owner for equipment, labor and materials required to complete the work. The Owner will be responsible to construct the service line from the curb stop to the point of service. C. Construction of Sewer or Storm Service. I. When it is necessary to tap an existing sewer or storm main for a service connection, the Contractor will provide the equipment, labor and materials required to tap the main, install the service line from the main to the point of use and restore the public right of way to the pre - construction condition meeting minimum City Standards. City personnel shall inspect the tap prior to backfill. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=20709&searchid=caf2e4aa-519c-40f9-8d50- 229135940f63&dbid=0 2 Click to Return to Index 1.1.4 Applicable Laws and Indemnification of the City A. The Contractor shall give all notices and comply with all federal, state and local laws, ordinances and regulations affecting the conduct of the work, and shall indemnify and hold harmless the City against any claim or liability arising from, or based on, the violation of any such law, ordinance, regulation, etc., whether by himself or his employees. 1.1.5 Interruption of Service A. Any construction that will interrupt the normal operation of city sewer, water, storm, or transportation facilities requires notification of affected City departments and property owners and/or residents. The Contractor shall notify the CK Police and Fire Departments at least 48 hours prior to any street closures. B. All street closures or interruptions of utility services will require the Contractor to provide a news release specifying the location of construction and the duration of the closure. The Contractor shall present the news release to the news media at least 2 workdays prior to the beginning of any construction activity. C. The Contractor shall also notify utility users affected by the interruption of the type and duration of the interruption at least 48 hours prior to beginning construction. D. Solid waste services shall not be interrupted by construction activities and shall be coordinated with CK PWD. 1.1.6 Traffic and Pedestrian Control A. In the event of an emergency interruption, the Contractor shall notify the PWD, Police and Fire Departments immediately. The Contractor shall immediately dispatch members of his staff to notify affected individuals by telephone or personal contact. B. A Traffic and Pedestrian Control Plan shall be submitted to and approved by the PWD for all work within the public right-of-way. I. Conform to the latest edition of the Manual on Uniform Traffic Control Devices' (MUTCD). II. Show the location and description of all Traffic and Pedestrian Control Devices. III. No work shall commence on the project until the plan is approved. IV. Keep all devices in place and maintained throughout the project. V. The PWD reserves the right to reject any device observed to be in substandard condition. C. Emergency access to the work area shall be maintained at all times. 1 https://mutcd.fhwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 3 Click to Return to Index D. All barricades and obstructions shall be protected at night by suitable signal lights which shall be kept illuminated from sunset to sunrise. Barricades shall be of substantial construction and shall be constructed to increase their visibility at night. Suitable warning signs shall be placed to show in advance where construction, barricades or detours exist. All signs used at night shall be either retro -reflective with a material that has a smooth, sealed outer surface or illuminated to show the same shape and similar color both day and night. E. If flagging is required, it shall be accomplished by competent and properly equipped flag persons. Flagging shall be accomplished as described in the Montana Department of Transportation Flagger's Handbook and the MUTCD1. F. Traffic control devices shall be removed from visual contact with the traveling public when they are not being used for construction activities. G. The Contractor shall remove all traffic and pedestrian control devices within 24 hours of the conclusion of the project construction. H. If the Contractor fails to maintain the Traffic and Pedestrian Control Devices in accordance with the approved plan, the City reserves the right to correct the deficiency and all labor, equipment, material and administrative costs will be billed to the Contractor. 1.1.7 Liability Insurance A. The Contractor shall procure and maintain, at the Contractor's expense, during the construction period, Contractor's Liability Insurance in accordance with the Supplementary Conditions to the General Conditions of the MPWSS2 for work within existing public right-of-way or easement. 1.1.8 Bonding A. All construction work within the public right-of-way or easement (sidewalk, boulevard, pavement, curb construction, water, storm drainage, sanitary sewer service line installation, repair, etc.) will require the Property Owner/Contractor to provide the City with a Performance Bond. The bond shall be equal to the value of the project and shall remain in force for one year. Contractors annually furnishing the City with a 2 -year bond of $5,000 will not be required to furnish additional bonding if the $5,000 bond meets the requirements of these standards. B. Bonds may be in the form of a Surety Bond, a Certificate of Deposit (CD), a Certified Check or an irrevocable Letter of Credit issued by a bank licensed to do business in the state of Montana. 1 https://mutcd.fhwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 2 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 4 Click to Return to Index 1.1.9 Guarantee for Equipment. Materials, and Workmanship A. The Contractor shall guarantee all materials and equipment furnished, and construction work performed for maintenance and repair work on existing city infrastructure for a period of 1 -year from the date of written acceptance of the work by the CK. B. The guarantee for new city infrastructure shall be for a period of 2 -years from the date of written acceptance of the work by the CK. In the case of a subdivision, the date of acceptance will be final plat approval or acceptance by the PWD, whichever is later. C. Guarantees shall be in the form of a Maintenance bond. I. Required prior to Final Plat or Certificate of Occupancy. II. Equal to 20% of the total value of public infrastructure constructed. III. Shall remain in force throughout the guarantee period. IV. The City reserves the right to draw on the maintenance bond for repairs not completed by the responsible party within 30 calendar days of being advised that repairs are required. V. Maintenance bonds may be in the form of a Surety Bond, a Certificate of Deposit (CD), a Certified Check or an irrevocable Letter of Credit issued by a bank licensed to do business in the state of Montana. VI. The Commencement Date for the Maintenance Bond shall be the date set for the completion of the required improvements as stated in the Subdivision Improvements Agreement, the date of Substantial Completion as certified by a Professional Engineer, or the date Final Plat is granted, whichever is later. If the expiration date of the Maintenance Bond falls after November 16, the expiration date of the Maintenance Bond shall be June 30 of the following year. 1.1.10 Excavation and Disposal of Material from Existing Public Right -of -Way and Easement A. All material unsuitable for trench backfill, sub -base or base construction, excavated from the developed public right-of-way or easement shall be removed from the site and disposed of by the Contractor. B. The disposal site shall meet regulatory provisions for disposal of the unsuitable excavated material. C. Unsuitable excavated material shall not be stockpiled on site without the written approval of the PWD. D. Excavated material shall be confined to the work zone as established during the preconstruction conference or as shown in the contract documents. 5 Click to Return to Index 1.1.11 Intersection Monuments A. When a street is to be reconstructed, prior to any excavation, a thorough search shall be made for existing intersection monuments. If found, such monuments and any other survey monuments likely to be disturbed or destroyed, shall be preserved by or under direction of a Professional Land Surveyor in accordance with MCA 70-22-1151. B. All monuments set shall meet the requirements of ARM 24.183.11012. Monuments set in pavement or concrete driving surfaces shall be placed inside of a cast iron monument box. 1.1.12 Pollution Controls A. The Contractor shall be responsible to maintain the construction site and all haul routes in accordance with the requirements of the CK's Emission Control Plan (see City Ordinance No. 11393). The Contractor shall obtain a County Air Quality Construction/Demolition Permit prior to beginning construction. The Contractor shall obtain a Construction Stormwater Management Permit4 for any land disturbance in the CK. B. No sediment laden or polluted water shall be discharged off any construction or building site. A City Construction Stormwater Management Permit for construction sites is required for land -disturbing activities which include, but are not limited to, excavation, planting, tilling, and grading, which disturbs the natural or improved vegetative or developed ground cover so as to expose soil to the erosive forces of rain, stormwater runoff or wind. All installations and maintenance of franchise utilities such as telephone, gas, electric, etc., shall be considered land disturbing activities. C. See Section 8.1.7. 1.1.13 Pavement Restoration A. The Contractor signing the Public Right -of -Way Permit shall be responsible for pavement replacement. The Contractor shall restore all surfaces within 14 calendar days after completing the backfill work. B. All new roads or reconstructed roads shall be paved with a minimum of 4 inches of Type B asphalt and shall be accomplished in accordance with current MPWSS5. 1 http://log.mt.gov/bills/mca/70/22/70 22 115.htm https://leg.mt.gov/bills/mca/title 0700/chapter 0220/part 0010/section 0150/0700-0220-0010-0150.html 2 http://www.mtrules.org/gateway/ruleno.asp?RN=24%2E183%2E1101 3 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15264&searchid=3d4edc55-bfb3-49ab-a58a- e2bc2e0dc733&dbid=0 4 http://kalispell.com/273/Stormwater-Management-Permits 5 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 6 Click to Return to Index C. The pavement restoration shall match the pavement structure thickness as shown on CK details ST.1 through ST.4. All excavations within 4 feet of the edge of the asphalt (including the outer edge, the crown, or adjacent seam) shall require removal and replacement from the edge of asphalt to the excavation edge. Asphalt patch areas that fall within the wheel path of the vehicular travel lane shall be increased in size to the center of the lane or adjacent lane. In no circumstance will the edge of a patch area be allowed to fall within the wheel path. D. Any damage to the existing asphalt surface caused by the Contractor's operations shall be repaired at the expense of the Contractor, including but not limited to gouges, scrapes, outrigger marks, backhoe bucket marks, etc. A slurry seal shall be considered the minimum standard for a repair to existing surfacing. E. The Contractor shall be responsible for maintaining the area in a smooth and drivable condition until the permanent pavement is placed. If the ground is frozen, the road cut shall be temporarily repaired with a minimum thickness of 2 -inches of cold patch material. The temporary repair shall be maintained by the Contractor for safe winter usage. The permanent restoration shall be made as soon as the ground is thawed in the spring, or as directed by the PWD. Pavement repairs shall be in accordance with the Standards. F. If the Contractor fails to restore the pavement within the 14 -day period, or fails to maintain the trench or area as required, the City reserves the right to complete the restoration or maintenance, and all labor, equipment, material and administrative costs will be billed to the Contractor. The City reserves the right to call on the Contractor's Performance Bond if the bill is not paid within 30 days. 1.1.14 Construction Inspection A. Maintenance and repair work within public right-of-way or easement shall be inspected and approved by the PWD. It is the Contractor's responsibility to notify the PWD of the work requiring inspection at least 24 hours in advance so the PWD may schedule and perform such inspections. 1.1.15 Stop Work Order A. A written Stop Work Order may be issued by the PWD if the maintenance and repair work in progress does not meet the Standards for the CK, or for any other valid reason. Work may resume only after a written Resume Work Order has been issued by the PWD. 1.1.16 Relocation of Utilities A. Requests to relocate an existing public utility shall be submitted in writing to the PWD. A sketch shall be included that illustrates the existing location of the utility and the preferred relocation site. The request shall describe in detail the circumstances for the request. 7 Click to Return to Index B. The PWD may require the utility relocation to be designed by a licensed professional engineer. C. If the relocation is approved by the PWD, the utility shall be relocated by a bonded and insured utility contractor (see Section 1.1.7 and 1.1.8). Under no circumstances will the CK pay for any costs associated with the relocation of the utility. Relocation of water and sewer may also be subject to MDEQ review and approval. 1.2. PROJECT REQUIREMENTS 1.2.1 Contractors Requirements A. Registration: I. Any Contractor working within an existing Public Right -of -Way or Easement shall be registered with the Montana Department of Labor and Industry, Employment Relations Division. B. Insurance and Bonding I. Insurance and bonding shall be in accordance with Sections 1.1.7 and 1.1.8 as applicable. C. Preconstruction Meeting: I. Prior to the start of any construction, a preconstruction conference shall be held. The PWD, the Project Engineer, the geotechnical firm, the traffic control, the Owner, the Contractor, and any other parties pertinent to the project shall be represented. Items to be discussed at the pre - construction conference are construction schedule, shop drawing submittals, utility installation, materials testing, quality control, maintenance bond, and other items as may be necessary. D. Shop Drawing Submittal: I. If the proposed items to be installed differ from the approved plans and specifications, shop drawings shall be submitted for review not later than 10 business days prior to the proposed installation. 1.3. CONSTRUCTION STANDARDS 1.3.1 Underground Utilities A. All underground electrical, gas, phone, and TV cable lines must be installed at least 3 feet horizontally from water, sanitary sewer and storm sewer mains and services. 8 Click to Return to Index 1.4. CONSTRUCTION INSPECTION, TESTING, AND QUALITY CONTROL 1.4.1 Construction Inspection A. A Professional Engineer, or the Professional Engineer's designated representative, shall provide construction inspection and testing as required. Failure to submit required testing and other documentation shall be considered valid justification for non-acceptance of construction work and/or public infrastructure. Inspection and testing shall be in accordance with the current edition of the MPWSS1 and the Standards. B. The following quality control procedures will apply to all utility and roadway construction projects. The City reserves the right to conduct independent quality assurance testing at the City's expense during any phase of the construction. The Contractor shall bear the expense of failed tests and the expense of bringing the material into conformance with the required specifications. I. All water main valves and fittings, fire hydrants, sewer manholes, wet wells and sewer/water main crossings shall be inspected and approved by the Professional Engineer, or his designated representative, prior to backfilling. II. Water, storm drainage, and sanitary sewer construction testing shall be performed in accordance with the CK Special Provisions for Water Distributionz Storm Drainage3, and Sanitary Sewer Collection System4. III. A Professional Engineer, or the Professional Engineer's designated representative, shall be present for all tests required in Sections 02660, 02720, and 02730 of the MPWSS. A written record of all test results shall be submitted to the PWD and certified by the Professional Engineer of record for the construction. IV. A Professional Engineer, or the Professional Engineer's designated representative, shall provide the PWD with photocopies of daily inspection reports, including Proctors and compaction test results for all projects. These reports shall be submitted on a weekly basis and certified by the Professional Engineer of record for the construction. 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 2 http://www.kalispell.com/DocumentCenterNiew/481/Special-Provision-02660-PDF 3 https://kalispell.com/DocumentCenterNiew/482/Special-Provision-02720-PDF 4 http://www.kalispell.com/DocumentCenterNiew/483/Special-Provision-02730-PDF 9 Click to Return to Index 1.4.2 Compaction Testing A. The following minimum compaction testing procedures shall apply to all utility and roadway construction projects. An independent accredited testing laboratory shall be retained to provide the following tests and frequency. Random longitudinal test locations are required. The following are minimum compaction test requirements. The Professional Engineer, or the Professional Engineer's designated representative, may require additional tests. For projects containing less than 300 linear feet of improvements, a minimum of one compaction test for each improvement shall be required for the improvements listed below. I. Utility Trenches and Underground Structures: a. Set of Tests: i For trenches up to 8 feet in depth, density tests shall be taken at 12 inches above the pipe, at one-half the trench depth, and at the surface. ii For trenches greater than 8 feet in depth, density tests shall be taken at 12 inches above the pipe, at one-third and two -third the trench depth levels, and at the surface. b. The minimum density shall be 95% Standard Proctor, ± 3% optimum moisture. c. Horizontal Frequency: i Utility Mains - One set of tests per 150 feet. ii Service Lines - One set of tests per 3 services, per utility type. iii Open Pit - Minimum of one set of tests (Open Pit - at each manhole, water valve, storm inlet, curb inlet, vault, etc.) d. Each test location shall be separated horizontally from a prior test location. II. Street Subgrade: a. All sub -base: 95% Standard Proctor, ± 3% optimum moisture. One random density test, every 100 linear feet of street per lane with random offsets. b. All crushed gravel base: 95% Standard Proctor, ± 3% optimum moisture. One random density test, every 100 linear feet of street per lane with random offsets. 10 Click to Return to Index III. Asphalt Surface: a. Pavement and material testing requirements shall be in accordance with Section 1.4.1 and MPWSS1 Section 02510 Paragraph 3.28 and 3.29, except: i Add subsection 3.28H to the standard as follows: "Asphalt compaction samples will be taken according to AASHTO T 230 and tested in accordance with AASHTO T 166. One location per lane per block as determined by the Engineer shall be required. ii Subsection 3.29E shall be replaced with: "The field density and thickness of the pavement is determined by measuring the cores tested. The actual thickness shall not be less than the design thickness, and shall in no case be less than four (4) inches." iii Subsection 3.29F shall be replaced with: "Asphalt thickness shall be measured using full depth core samples. Thickness shall be measured from the surface of the specimen to the bottom of the uniform plant mix which thickness shall not include foreign materials, seal coat, foundation material, soil, paper or foil. Thickness less than specified thickness as measured on the acceptance sample shall be subject to rejection for the lane and block from which the specimen was taken as determined by the Engineer." IV. Concrete - sidewalks, curb and gutter, valley pans: a. All tests shall be performed by a technician with a minimum of an ACI Grade I certification. b. Concrete seal shall be used on all new concrete. h c.Air Content, Slump, Unit Weight, and Temperature are required on every truck of structural concrete delivered to the project. Ed.4-inch or 6 -inch concrete compressive strength cylinders shall be cast a minimum of once per day (when concrete is placed) or every 50 cubic yards placed. she. Cylinder sets shall include: i One 7 -day cylinder ii Two 28 -day cylinders iii One hold cylinder (for break error or low break) 1 https://montanacontractorsmtassoc.wliinc24.com/ecommerce/ecomlistpage.aspx 11 Click to Return to Index 1.4.3 Video Inspection A. A video inspection shall be provided by the contractor for sewer mains. B. The contractor shall flush the main with dyed water immediately prior to inspection. Manholes and laterals, shall be included in the video inspection. Inspection results shall be provided to the City in an electronic format capable of being viewed, copied, saved and downloaded to standard Microsoft applications. D. Upon review of the video inspection by the authorized City representative, any deficiencies found shall be corrected by the contractor prior to final acceptance. E. The CK reserves the right to inspect all underground utility systems by the use of a television camera prior to final acceptance. F. The cost of all video inspections by city staff will be billed to the contractor. G. The video shall include the distance traveled so that laterals and items of concern can be accurately located. H. The camera shall be equipped with a turret in order to inspect all services from a facing view of the camera. I. The crawler shall be equipped with means of measuring ponded water in bellies that may be in the pipe to meet the minimum requirements of MPWSS. C. 1.5. BOULEVARD LANDSCAPING 1.5.1 Requirements A. The Contractor shall place a minimum of 4 inches of topsoil within the boulevard. The finished surface of the topsoil shall provide adequate drainage from the top of the sidewalk to the top of the curb. B. Topsoil shall be fertile, natural loam surface soil, free of clay, weeds, roots or stones larger than one inch in any dimension. C. Boulevard landscaping shall be placed in accordance with the CK Street Trco Ordinance}Municipal Code2 and a plan approved by the CK Parks and Recreation Department (758-7718). 1.6. RECORD DRAWINGS AND PROJECT ACCEPTANCE 1.6.1 Certification A. Upon project completion and before final acceptance, a Professional Engineer shall certify to the City that the construction of the water, sewer and storm utilities and roadways meet the requirements of the approved construction documents. 1 http://kalispell.com/DocumentCenterNiew/l18/Tree Ordinance Number 1086 and Amendment Number 1610 PDF 2 http://qcode.us/codes/kalispell/view.php?topic=24-9&frames=on 12 Click to Return to Index 1.6.2 Record Files A. The Engineer shall submit one full-size set of record drawings (PDF and DWG digital format) and one set of the test results to the PWD as required under Section 1.4. B. Reimbursable Record Drawing Deposit: I. Prior to issuing approval. the Developer shall submit a reimbursable II. deposit to CK PWD in an applicable amount as follows: a. ', 5 000 for • ro'ects with no • ublic utili mains water sewer and o b. storm). $10.000 for projects with less than 1,000 linear feet of utility mains c. (water. sewer, and/or storm). $15,000 for projects with more than 1,000 linear feet of utility mains Reimbursement: + $5.000 for every additional 2.000 linear feet of main. a. If acce • table record drawin • s are received within 60 da s of final • la! b. or certificate of occupancy. the full deposit will be reimbursed. If acceptable record drawings are received more than 60 days after c. final plat or C of 0, but less than 90 days, 50% of the deposit will be reimbursed. If more than 90 days lapse following final plat or C of 0 without receipt of acceptable record drawings, the deposit will be considered forfeit. and the City will use the funds of the deposit to complete record drawings or cause the drawings to be completed. 1.6.3 Acceptance A. The City will not accept the project until record drawings and all required test results have been approved by the City Engineer. B. The Project Engineer shall provide quantities and unit costs of all City -owned infrastructure. C. The owner shall submit a letter requesting ownership transfer of the newly constructed public infrastructure to the City (See Appendix I - Example Ownership Transfer Letter). 13 Click to Return to Index 1.7. TWO-YEAR CUARAN-TERWARRANTY INSPECTION 1.7.1 Requirements A. The Project Engineer, or his designated representative, shall conduct a two- year guarantccwarranty inspection, to be attended by a representative from the PWD. B. The inspection shall take place not less than 90 days or more than 120 days prior to the expiration date of the Maintenance Bond. C. The maintenance bond will be released when all deficiencies have been corrected to the satisfaction of the City Engineer. 1.7.2 Warranty Work A. The City Engineer, the Project Engineer, or the designated representative, shall notify the Principal as listed in the Maintenance Bond of any work found to be not in accordance with the approved construction documents. B. The Principal shall restore the work to meet the requirements of the approved construction documents prior to the release of the Maintenance Bond. C. The City expressly reserves the right to draft the Maintenance bond for repairs not completed by the Owner, Developer, or Contractor within thirty calendar days of being advised that repairs are required. 14 Click to Return to Index Chapter 2 Design Criteria 2.1. PLANS 2.1.1 General Items A. Coordinate System: I. Montana State Plane - International Foot B. Datum I. North American Vertical Datum 1988 (NAVD 88) C. Contours I. Urban Areas a. 5 -foot major contour interval (max) b. 1 -foot minor contour interval (max) c. The CK reserves the right to request smaller or larger contour intervals for clarity if necessary. II. Unimproved Areas a. 10 -foot major contour interval (max) b. 2 -foot minor contour interval (max) c. The CK reserves the right to request smaller or larger contour intervals for clarity if necessary. III. Existing contours shall use a dashed line -style. IV. Proposed contours shall use a continuous line -style. V. Major contour lines shall be thicker than minor contours. D. Alignment Data I. Coordinate data shall be provided for: a. Beginning of alignment b. Alignment changes in direction c. End of alignment II. Provide the following curve data: a. Length of curve b. Curve Radius c. Chord length d. Chord bearing III. Bearings and distances: a. Provide between points on alignments 15 Click to Return to Index 2.1.2 Title Sheet(s) (Shall not exceed 3 Sheets): A. Project Title B. Vicinity Map I. Project Limits II. Adjacent Street Names III. North Arrow IV. Scale Bar C. Firm or Engineer Information I. Name II. Address III. Telephone Number D. MT Professional Engineer Stamp E. Point and Line Style Legend F. Public Land Survey System Information I. Township II. Range III. Section(s) a. If contained within a single section, provide the Y2,1/4, or 1/41/4 information as applicable (e.g:,. SW 1/4 NE 14). G. Table of Contents 2.1.3 Plan Sheets A. Project Title B. Sheet Title C. Sheet Number D. MT Professional Engineer Stamp E. Revision Data (See Section 3.1.1C.II) F. North Arrow (True North) G. Scale Bar I. Set to Standard Engineering Scales 2.1.4 Plan and Profile Sheets A. Shall be provided for all proposed water main, sanitary sewer main, storm main, and streets. B. Include all items in Section 2.1.3 above. 16 Click to Return to Index C. In profile show: I. Vertical scale II. Proposed ground a. Continuous line -style III. Existing ground a. Dashed line -style IV. Crossings of other utilities and separations from them. V. Parallel utilities shall be shown in greyed line -style. VI. Pipe a. Length b. Slope (if gravity) c. Material type VII.Bury depth VIII. Groundwater depths (if identified) a. Include date of recording. IX. Structures and Appurtenances a. For Water: i Valves, fittings, services, fire hydrants, encasement, etc. A) Label size and type. B) Provide station and offset or coordinates. b. For Sanitary Gravity Sewer: i Manholes, services, and other structures A) Label invert elevations. B) Label rim elevations. C) Provide station and offset or coordinates. c. For Sanitary Force Mains: i Valves, fittings, air/vacuum valves, and other structures A) Label size and type. B) Provide station and offset or coordinates. 17 Click to Return to Index rnb ou d. For Storm Sewer: i Manholes, catch basins, and other structures: A) Label invert elevations. B) Label rim and grate elevations. C) Provide station and offset or coordinates ii Hydraulic Grade Lines (HGL) X. Streets, roads, and pathways: a. Grades b. Vertical curve data i VPI Station and elevation ii Length iii Radius iv k -value XI. Stormwater conveyance system: a. Show all pipes, culverts, ditches, and connections. b. Include all sizes, material types, lengths, slopes, and invert elevations. 2.1.5 Detail Sheets A. Provide applicable CK Standard Details I. Highlight any additions, deletions, or modifications to CK Standard Details. B. Include the following: I. Project Title II. Sheet Title III. Sheet Number IV. Scale V. MT Professional Engineer Stamp VI. Revision Data (See Section 3.1.1C.II) 2.1.6 Road and Drainage Plans I. Include all items in Section 2.1.3 above. II. Include the following: 18 Click to Return to Index a. Existing and proposed contours b. Crest and sump point elevations c. Flow arrows d. Record drawing information e. Construction details or standard detail for all structures f. Drainage Easements i If existing, provide recording number g. Where swales, ditches, or channels interfere with driveway locations: i Driveway locations shall be fixed and shown on the plans. h. Existing and proposed lot grading plans 2.1.7 Drainage Facilities and Swales A. Include all items in Section 2.1.3 above. B. Provide a cross-section of each pond or swale, including the following: I. Bottom elevation II. Structure elevations III. Maximum water surface elevation IV. Inlet and outlet elevations V. Berm elevations and slopes C. Landscaping and vegetation requirements D. Compaction requirements E. Keyway locations and dimensions F. Coordinates and elevations of pond corners, swale/ditch angle points, inlet/outlet pipes, and all drainage structures. G. Material gradation, thickness, and dimensions of riprap pads 19 Click to Return to Index c ou 2.1.8 Basin Maps A. Required as part of the Drainage Submittal B. Provide Pre -development and Post -development C. Minimum elements: I. Vicinity map, project boundaries, PLSS information II. Basin limits: a. Include on-site, off-site, and bypass areas contributing runoff to or from the project. b. Engineer shall field -verify basin limits, including off-site areas, and describe how the limits were determined. c. Shall be clearly labeled and correlate with calculations, III. Time of concentration routes with each segment clearly labeled and correlated with calculations. IV. Contours: a. Shall extend beyond the project or drainage basin as necessary to confirm basin limits. b. Refer to Section 2.1.1C V. Any drainage way, including natural drainage ways, constructed drainage features, wetlands, creeks, streams, seasonal drainage ways, closed depressions, ditches, culverts, storm drain systems, and drywells. VI. Floodplain limits as defined by FEMA or other studies. VII.Geologically hazardous areas VIII. Proposed drainage features IX. North arrow and scale X. Existing and proposed easements, parcel land, open space, and parkland XI. Adjacent streets 20 Click to Return to Index Chapter 3 Project Submittals 3.1. PROCESS 3.1.1 Submittals A. Civil Plans: I. Shall be provided in PDF format. II. If part of a larger plan set (such as a commercial project including building, mechanical, electrical, etc.), submit with other plans as a single combined set. III. The Professional Engineer(s) responsible for the civil design portions of the project shall stamp the project cover sheet, or each individual sheet of the civil design. IV. Include the general checklist as well as other applicable checklists. a. Checklists are available herel (call 758-7720 for additional info.). B. Reports and Specifications: I. Shall be provided in PDF format. II. Submit separate documents in the following order (as applicable): a. Project Manual or Applicable Specifications b. Water Design Report c. Sanitary Sewer Design Report d. Storm Drainage Design Report e. Traffic Impact Study III. The Professional Engineer(s) responsible for the individual sections specified above shall stamp the front cover of each separate document. C. Water and sanitary sewer system designs shall be submitted for concurrent review to MDEQ. I. If applicable, the Professional Engineer shall provide the well certification per Section 38.2 of DEQ Circular 2. The Certification will also require a deviation to be submitted to MDEQ. 1 http://kalispell.com/255/Supplemental-Engineering-Drawings-Docume 21 Click to Return to Index II. Once MDEQ approval is received, provide a copy of the approval letter to the City of Kalispell. 3.1.2 Resubmittals A. Civil Plans I. Individual sheets may be provided. II. All changes shall include revision bubbles. III. Revision notes shall be provided on the sheet including: a. Revision number b. Revision date c. Any applicable notes 3.1.3 Delivery 1,A. Provide digital files to the front desk of the CK Building Department. 1LB. Large files may require utilization of the State of Montana File Transfer Servicer. 1ILC. Call 406-758-7730 for more information. 3.1.4 Fees I. A Plan Review Fcc of $180.00 shall be submitted to the CK PWD for items covered in this document. A. Initial plan review fees shall be as follows: B. Single Lot Commercial - $1,000 C. Multi- Lot Commercial - $2.000 D. Residential Subdivision (2 - 5 lots) - $1.000 E. Residential Subdivision (more than 5 lots) - $2 000 II F. An additional review fee of $180.0050% of the initial plan review fee is required for each successive plan review. III G. Fees will be tabulated and paid for at the time of issuance of a building permit, or if a building permit is not required, after the submittal items have been reviewed and are ready for approval. 3.1.5 Construction Drawings A. Prior to issuing approval. a full set of final Civil construction drawings shall be provided to CK PWD in PDF and DWG formats. B. DWG files shall include linework for all infrastructure requirine engineering approval and be in accordance with Section 2.1.1A & 2.1.1B, 1 https://transfer.mt.gov/ 22 Click to Return to Index 3.2. RESPONSIBILITIES 3.2.1 Professional Engineer A. Meet the minimum design standards as specified or referenced herein during design. B. Verify compliance with the minimum construction standards as specified or referenced herein during construction. 3.2.2 Contractor A. Shall not start construction until final plans have been approved by the CK PWD. B. Meet the minimum construction standards as specified or referenced herein, or as otherwise required by approved plans. 3.2.3 City Engineering Staff A. Review the design and construction to verify compliance with current Standards. 3.2.4 Developer A. Employ a Professional Engineer to design the project or development in accordance with the minimum design standards as specified or referenced herein. B. Employ a contractor to meet the minimum construction standards as specified or referenced herein. C. Employ a Professional Engineer to verify compliance with minimum construction standards throughout construction of all proposed CK infrastructure within the development. Submit an agreement prior to approval in accordance with Appendix J. 3.2.5 All Parties A. If at any point of design or construction, an unapproved deviation from the Standards is realized by the Engineer, Contractor, the CK, or the Developer, immediate action shall be taken to correct the issue and bring the design or construction into compliance with the standards currently in effect at no cost to the CK. B. Any changes from approved drawings shall be reviewed and approved in writing by the CK PWD engineering staff, prior to construction. 23 Click to Return to Index 3.3. DESIGN OR CONSTRUCTION DEVIATION 3.3.1 Requirements: A. Will only be granted when minimum standards cannot be met or when the proposed item meets or exceeds minimum standards as determined by the City Engineer. Deviations will not be considered on basis of cost, "engineering judgement", or "professional opinion". B. Requests shall be made in writing and shall: I. Identify the specific section of the standards requiring a deviation. II. State the standard as currently adopted. III. State the standard as proposed for the deviation. IV. Provide adequate justification for the deviation. V. Include a Professional Engineer stamp. C. Requests shall be approved by the CK PWD Engineering staff in writing. D. Deviations from the Standards not individually approved as indicated above are not approved, even if shown in approved plans, specifications, or reports. 3.4. MUNICIPAL FACILITIES EXCLUSION (MFE) 3.4.1 AnProcess: A. A MFE is required by DEQ prior to construction. 3.4.1B. The City's MFE approval and all capacity allocations shall expire with the expiration of DEQ's original design approval for construction. 24 Click to Return to Index Chapter n_ n„ elej mcnt Chapter 4 Development 4.1. REQUIREMENTS 4.1.1 General A. All subdivisions and developments shall comply with the CK Subdivision Regulations) and these Standards. B. Roadways and utilities shall be constructed from the existing facilities to the far property line of the development or such other point within the development that may be specified by the City Engineer. I. Extension of water mains beyond the property line may be required as determined by the City Engineer for looping and redundancy. II. All utilities shall be within a public right-of-way or easement to permit free and unobstructed access. C. Obtain and provide the City with all easements and right-of-ways necessary to extend roadways and utilities to the far property line of the development. I. Obtain written approval from the Kalispell PWD stating they have reviewed and approved the location of easements for the future extension of roadways and utilities which shall be submitted with the final plat along with an 11 x 17 legible copy of the approved final plat showing the utility and/or easement locations. D. There shall be reserved along the front lot line and side street lot line of each residential and commercial lot a 10 -foot -=wide utility easement along, contiguous and adjacent to the lot line to provide an area between the lot line and the easement line for the placement of privately owned underground utilities. 4.1.2 Utilities A. All new utilities shall be placed underground. B. City utility collection and distribution mains shall be located within the paved portion of the street or alley. C. Water transmission mains, sewer interceptor mains, and sewer force mains shall be located as approved by the City Engineer. D. Underground private utilities shall be located on private property between the lot line and the easement line. E. No underground utilities, except service sweeps to the streetlights shall be placed parallel to the roadway in the boulevard between the back of curb and sidewalk or within a sidewalk itself. 1 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 25 Click to Return to Index 0 E 0 0 > 0 Chanter A_ Development I a 0 cu> cu0 F. No aboveground utility boxes, pedestals, vaults, or transformers shall be placed within any easement, proposed roadway, or access way to any City facility. G. Streetlights shall be at least 2 feet from the back of curb. All above ground utilities shall be at least 1 foot from the sidewalk 4.1.3 Utility Easements: A. All public utility easements shall be a minimum of 15 feet wide for a single pipeline, with the pipe centerline 5 feet from one easement edge. B. For easements with two pipelines, the minimum width shall be 20 feet with each pipe centerline 5 feet from the easement edge. 26 Click to Return to Index Chapter 5 Water System 5.1. DESIGN STANDARDS 5.1.1 Design Report A. A design report prepared by a professional engineer licensed in the State of Montana which addresses fire and domestic flow requirements shall be submitted to and approved by the CK. B. The design and design report shall meet the minimum requirements of MDEQ Circular 1.1. C. The report shall include flow test results or modeled flow results, as approved by the CK, which show the static pressure and available flow from the hydrant at 20 -psi residual pressure. I. The CK will perform the required hydrant flow testing or provide the modeled flow data to the Design Engineer at no cost, if so requested. II. The Design Engineer shall be limited to a single hydrant flow test per development per year, unless otherwise approved by the CK. D. An overall plan of the development, including all areas outside of the study area which would naturally be served through the study area shall be provided. E. The Design Engineer shall calculate and provide the average day demand, the max day demand, and the required fire flow. I. Refer to the current Water Facility Plan for design data, including: a. b. c. d. Average Day Demand Peaking Factor Max Day Demand Peak Hour Demand II. Provide demand calculations in units of gpd and ERUs III. Provide velocity calculations in units of fps 5.1.2 Water Pipe A. Size I. Minimum main size shall be 8 -inch;, II. Fire hydrant leads shall be 6 -inch. III. The Design Engineer shall refer to the current Water System Facility Plan to determine if oversized mains are required for the development. 1 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/Circulars/Circulars/2018DEQ-1.pdf 27 Click to Return to Index 1.iT �u MMEIM u IV. Capacity shall meet the max day plus fire flow and peak hour demand. a. Required fire flow shall be determined by the CK Fire Department. V. Velocity shall not exceed 15 feet per second through a public main line. VI. C value for flow calculations shall be 130. B. Location I. Mains shall be extended to far property line or such other point within the development that may be specified by the City Engineer. Subdivisions and corner lot developments may be required to extend mains to property lines in multiple directions. II. Mains shall be under the paved section of the roadway. III. Transmission mains shall be located as approved by the City Engineer. IV. Fire hydrant leads shall not exceed 50 feet in length. V. Mains shall be buried a minimum of 6 -foot and maximum of 8 -foot. a. Mains with more than 7 feet of bury require extensions at valves with centering donuts. C. Deflections I. Deflections at pipe joints shall not exceed 50% of manufacturers' recommendations. II. Bending of pipe shall not be allowed. 5.1.3 Valves A. Size and Type I. 12 -inch diameter and smaller shall be gate valves. II. Larger than 12 -inch diameter shall be butterfly valves. B. Location I. Shall be installed at each leg of every tee and cross, and at each intersection crossing. II. Maximum spacing shall not exceed 500 feet unless otherwise approved by the City Engineer. III. Shall not be located underneath curb and gutters, sidewalks, boulevards, travel route of a multiple use path, or within the wheel path of a vehicular travel lane. 5.1.4 Fire Hydrants A. Location I. Placement is subject to the approval of the Fire Chief II. Spacing shall not exceed 500 feet in residential areas III. Spacing shall not exceed 300 feet in commercial areas 28 Click to Return to Index IV. Spacing shall not exceed 200 feet in industrial areas V. Provide a 2 -foot separation from the face of the barrel to the back of curb and from the edge of sidewalk. VI. Provide bollards for hydrants unprotected by curb. 5.1.5 Water Services A. General I. Structures containing two or more residences under separate ownership shall have separate service lines from the main, service valves, and meters for each residence. II. Structures containing two or more residences, offices, or businesses that are rental units under common ownership shall have one service line, valve, and meter for all occupants within a single structure. III. When a lot or parcel is developed to a permitted use, all duplicate, excess, and/or unused water services and fire services, including stub -outs, shall be abandoned at the main. IV. Aggregation of parcels will trigger abandonment of unused water and fire services at the main. V. New or reconstructed services shall meet current Standardsincluding location of curb stops and meter pits. VI. Domcstic watcrWater services shall not be tapped on a fire service line oil - fire hydrant main. B. Location I. Services shall connect to and extend from the main perpendicularly. II. Services shall connect to the main on the front door side of the structure if multiple mains are available. III. All curb stops located in concrete shall have a valve riser around the top of the curb stop. IV. Only 1 curb stop is allowed within the right-of-way per service tap. C. Size I. The water service tap, corporation stop, service line, and curb stop shall all be the same nominal size for all services larger than 2 -inch. II. Existing stub -outs 2 -inch or smaller may be downsized one CK standard nominal size prior to the meter pit or vault. 29 Click to Return to Index 1.iT �u !IT.L uu a. A 2 -inch service may be reduced to a 1.5 -inch service. b. A 1.5 -inch service may be reduced to a 1 -inch service. c. A 1 -inch service may be reduced to a 3/4 -inch service. d. Reductions in service size outside the reductions listed above shall be submitted via deviation request for individual review and approval. 1117 If a service lint size is reduced prior to the meter pit or vault, theThe design engineer shall provide hydraulic data indicating maximum achievable flow rates at the meter are within the manufacturer's recommendations. Reductions of any size in high pressure areas may require submittal of hydraulic data for max achievable flow rate at the discretion of the City Engineer. i Max achievable flow rate shall be calculated using the most current version of AWWA M-22 or other method approved by the City Engineer. D. Irrigation I. Irrigation services shall provide appropriate backflow prevention. a. Pressure Vacuum Breakers shall be installed 12 inches above the highest sprinkler head on the system. b. Reduced Pressure Zone Assemblies shall be installed 12 inches above the ground. II. Submit irrigation backflow prevention design to CK PWD for review and approval prior to construction. 5.2. CONSTRUCTION STANDARDS 5.2.1 General A. Water systems shall be constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSSI as modified by the CK Special Provision2 for Water Distribution and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 5.2.2 Offsets A. Water mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 14. 1 haps://montanacontractorsmtassoc.wliinc24.tom/extemal/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/481/Special-Provision-02660-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 4 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/Circulars/Circulars/2o18DEQ-1.pdf 30 Click to Return to Index B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 foot vertically from water mains and services. 5.2.3 Water Pipe A. PVC - DR18 pipe conforming to AWWA C-900 Standards. B. Ductile Iron - Shall meet current MPWSS material and construction requirements. I. Only used as approved by the City Engineer. II. Joints shall be push -on. III. Use nitrile gaskets for areas with hydrocarbon contamination. C. DR 11 HDPE shall only be used in directional drill applications I. Directionally drilled HDPE shall incorporate engineered expansion and contraction restraints, approved by CK PWD. II. Pipe shall be oversized to meet or exceed the inside diameter of connecting pipes. 5.2.4 Valves A. Gate Valves shall be Mueller Resilient Wedge Gate Valves, or an approved equal, conforming to AWWA C-509 Standards. I. Tapping valves shall be MJ x FL for connection to the tapping sleeve. II. All other valves shall be MJ x MJ. B. Butterfly Valves shall be Class 250B MJ x MJ Mueller Lineseal Butterfly Valves, or an equal approved by the PWD, conforming to AWWA C-504 Standards. 5.2.5 Valve Boxes A. Shall be cast iron, slip type adjustment I. Tyler 6855, or 7126 series; II. Star VB -0007; or III. Equal as approved by the CK PWPWD. B. Extensions with a centering donut shall be provided and installed for valves on mains with more than 7 -foot of bury. 5.2.6 Fire Hydrants A. Shall be Red Mueller Super Centurion Fire Hydrants with 5 -inch Storz adapter and cap conforming to AWWA C-502 Standards. B. Shall be covered until placed in service. 5.2.7 Service Saddles A. Shall be BR2 series Mueller Brass, or equal approved by the PWD. 31 Click to Return to Index 1.iT �u ,►'�1- 'IIS- u 5.2.8 Corporation Stop and Curb Stop Valves A. Shall be Mueller 300 series ball valves, or equal approved by the PWD. 5.2.9 Service Fittings A. Shall be Mueller Insta-Tite or 110 Series compression fittings, or an equal approved by the PWD. B. If larger than 1-inch and smaller than 4-inch, stainless steel inserts shall be used if recommended by manufacturer. 5.2.10 Curb Boxes A. Shall be Mueller H-10306, AY McDonald Box 5604, or Ford EA2-65-50 (3/4 or 1-inch service) with and pentagon brass plug , B. Shall be Mueller H-10310 (11/4 - 2-inch service}), C. Cast iron extension type with arch pattern base, D. Minimum length 6 1h feet, E. Properly sized Mueller, AY McDonald. or Ford stationary rod. F. Or equal as approved by the PWD. 5.2.11 Service Pipe A. Shall be polyethylene pipe conforming to AWWA C-901 (up to 3-inch diameter). B. Shall be DR-18 PVC pipe conforming to AWWA C-900 (greater than 3-inch diameter). 5.2.12 Meter Pits / Vaults A. For new or reconstructed services up to 1-inch in nominal size: I. Mueller Thermo-coil meter pits with side-locking composite lids and insulation pads (Part No. ###CS##72FS#SN). II. Ford Coil Pitsetter (PFCBHH-###-##-72-FP-NL) meter pits with plastic bottom plate, insulation pads, and side-locking composite lids. III. Or approved equal. B. Mueller EZ Vault or approved equal with ccntcrside-locking composite lids and insulation pads shall be used for new 1.5-inch and 2-inch (Part No. ###VS##72FB#N). Meters shall be within 18 inches of the surface. C. Meters larger than 2-inch will require a custom meter pit sized appropriately to accommodate the isolation valves, meter(s), and pertinent backflow prevention device(s). Proposed meter pit design shall include steps and shall be submitted to PW for review and approval prior to construction. D. Maintenance bypass lines or other branches shall not be installed before the meter. E. Backflow preventers shall be placed downstream of meters. 32 Click to Return to Index 5.2.13 Tapping Sleeves A. Shall be Romac SST III or an equal approved by the PWD for service lines or main extensions larger than 4-inch. B. Bolts for flange connection on tapping sleeves shall be Cor Tcn or Cor Blue.Stainless Steel 5.2.14 Ductile Iron Fittings A. Shall be MJ. B. Shall meet AWWA C-153 and be Class 350. C. Provide thrust blocks in accordance with the MPWSS. D. Bolts for ductile Iron Fittings shall be Core Blue 5.2.15 Mechanical Joint Restraints A. Shall be Megalug or approved equal. B. Bolts for mechanical Joint Restraints shall be Core Blue 5.2.16 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4-inch and meeting the migration requirements of the same standard (Section X.1.8). 5.2.17 Warning Tape A. Shall be a minimum of 5 mils thick. B. Shall be 3 inches wide. C. Shall conform to APWA colors. D. Shall be buried 12 to 24 inches below the final grade. 5.2.18 Toner Wire A. Shall be 12-=gauge HDPE or HMWPE insulated solid core. B. Shall be approved for direct bury. C. Shall be taped every 5 feet to the top of the water main. D. Shall be spliced with moisture displacement connectors. E. Shall be made accessible in accordance with CK detail W.3. F. Toner wire used in boring or directional drilling applications shall be 8 gauge hard drawn, high-carbon 1055 grade steel core, extra high-strength copper clad conductor (EHS-CCS), and insulated with a 45 mil, high-density polyethylene (HDPE). The wire shall have a conductivity rating greater than 1 21 percent and a break load of greater than 2,500 pounds. 33 Click to Return to Index 1.iT �u ,►'�1- 'IIS- u 5.2.19 Marker Posts A. Shall be used when a main is located outside a paved surface. B. Shall be APWA compliant Rhino TriView'"1 or approved equal. C. Shall be installed at a maximum spacing of 150 feet. D. Shall be installed at every valve or valve cluster and every change in direction. 5.2.20 Casing A. Minimum casing pipe thickness shall be Y2 inch. B. Carrier pipe: I. DR 18 C-900 PVC with joint restraining casing spacers, or II. DR 18 C-900 PVC with internal joint restraints. III. Certa-Lok or other spline and groove pipe systems are not approved. C. Casing Spacers: I. CCS -JR (joint -restraining) and CCS by Cascade Waterworks II. SSI by Advanced Products and Systems III. Equal as approved by CK DPW. D. End Seals: I. CCES by Cascade Waterworks II. AC by Advanced Products and Systems III. Equal as approved by CK DPW. 1 https://www.rhinomarkers.com/product/triview/ 34 Click to Return to Index 5.2.21 Sanitary Connections A. Defined as a section of new main connecting back to an existing main which cannot be pressure tested or bacteriologically tested. B. There shall be no fittings within 10 feet of the connection to existing. C. Restraining couplings shall not be used at connections to existing cast iron pipe. D. The length of sanitary connections shall be limited as much as possible in length and shall be submitted to CK PWD for review and approval prior to construction. 5.2.22 Couplings A. Romac Macro series or equal as approved by CK PWD. B. Restrained couplings shall not be used when connecting to cast iron pipe. 35 Click to Return to Index i I 1.iT �u Chapter 6 Chapter 6- Sanitary Sewer System M:1== Chapter 6 Sanitary Sewer System 6.1. DESIGN STANDARDS 6.1.1 Design Report A. A design report prepared by a PE licensed in the State of Montana which addresses sewer flows at full build -out of the development shall be submitted to and approved by the CK. An overall plan of the development, including all areas outside of the study area which would naturally be served through the study area shall be included. B. The design and design report shall meet the minimum requirements of MDEQ Circular 21. C. Average daily flows, peak hour flow criteria, wastewater flow rates by zoning areas, peaking factors, and other applicable design criteria shall be used as defined in the current Sanitary Sewer Facility Plan. D. List all improvements or proposed additions to the sanitary sewer system. E. Assess the ability of the existing collection system to handle the peak design flow from the project and the impact to the Wastewater Treatment Plant. F. For existing or proposed lift stations, provide the following: I. A description of the existing and/or proposed wet well, pumping system, and force main;. II. The capacity of the existing and/or proposed pumps and potential for upgradingt, III. A map showing the existing and/or proposed lift station service area;, IV. A list of the existing users and their average design flows;. V. The existing and/or proposed peak design flow and reserve capacity;. VI. The pump run and cycle times for the existing and/or proposed average and peak design flowst. VII.The hydraulic capacity of the existing and/or proposed force main(s); VIII. A list of the proposed users and their average design flows;. IX. The proposed average and peak design flows to the lift station;, X. The reserve capacity of the lift station with the proposed project at full capacity,. XI. The pump run and cycle times for the proposed average and peak design flows; and. XII. Recommendations for improvements to an existing lift station, if necessary, to enable the lift station to serve the proposed project. 1 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 36 Click to Return to Index Chapter 6- Sanitary Sewer System 6.1.5A 6.1.2 Sulfide Generation Analysis A. The City Engineer may require a sulfide generation analysis. B. Non -corrosive linings and special lift station design are required when dissolved sulfide is likely to exceed 0.2 mg/1. 6.1.3 Usage Restriction A. Usage shall be in accordance with CK Ordinance 8541 or its subsequent amending or replacement ordinance(s). B. Adhere to the Pretreatment and Surcharge ordinance (Ordinance 10022) or its subsequent amending or replacement ordinance(s). 6.1.4 Gravity Mains A. Design capacities of sewer mains shall be based on Table 1 as shown below. The effects of the proposed development's sewer loading on downstream sewer lines shall be analyzed. B. The minimum diameter shall be 8 inches. C. Upsizing of mains will not be approved for utilization of minimum slopes to meet elevation restraints. D. Sewer mains only serving a single property shall be considered private and shall be privately owned and maintained. In such cases, the design will be required to be reviewed outside of the typical MDEQ MFE process. Table 1 - Sewer Flow Depths Diameter of Sewer Main (inches) Depth of Flow / Diameter (%) <_ 10 70 > 10 -15 73 > 15 - 21 75 > 21- 27 77 > 27 80 E. Velocity: I. Minimum velocity of 2.5 fps II. Maximum velocity of 15 fps 6.1.5 Manholes A. Shall be provided at terminations, changes in pipe diameter, and changes in direction. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=39576&dbid=0&repo=Kalispell 2 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15130&searchid=49ae0ea5-6a50-4b79-b230- lf7aal5e0f95&dbid=0 37 Click to Return to Index 6.1.56 Chapter 6- Sanitary Sewer System B. Shall have a minimum diameter of 4 feet and follow the National Precast Concrete Association Manhole Sizing Recommendationsi. C. Inverts: I. The invert of the outlet pipe shall be a minimum of 0.1 feet lower than the invert of the lowest inlet pipe for changes in direction less than 45°. II. The invert of the outlet pipe shall be a minimum of 0.2 feet lower than the invert of the lowest inlet pipe for changes in direction greater than 45°. III. Changes in direction greater than 90° within a single structure are prohibited. D. When pipe diameters change at the manhole, the design capacity flow depth of the smaller inlet pipe(s) shall be at the same elevation as the design capacity flow depth of the larger outlet pipe. See Table 1 for design capacity flow depths. E. Flow channels: I. Arc rcquircdRequired on all sanitary manholes;. II. Shall provide smooth transitions between inlet and outlet pipe inverts and. III. Shall be as deep as the design capacity depth as shown in Table 1 before the start of the sloped shelf within the manhole. F. Shall be designed to counteract buoyant forces in areas with groundwater. 6.1.6 Location A. Sanitary sewer gravity mains shall be horizontally located within the paved portion of the street or alley. B. Sanitary sewer force mains and interceptor mains shall be located as approved by the City Engineer. C. Bury depth of sanitary sewer shall be in accordance with MDEQ Circular 22. D. Sewer valves and manhole covers shall not be located in curb and gutters, sidewalks, boulevards, or within the wheel path of a vehicular travel lane. 6.1.7 Lift Stations A. Meet the design requirements of MDEQ Circular 2, with the following additional requirements. B. Wet well I. Sized to accommodate a maximum of 6 starts per hour. 1 https://precast.org/wp-content/uploads/2014/08/Precast-concrete-manhole-sizing-recommendations.pdf 2 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 38 Click to Return to Index Chapter 6- Sanitary Sewer System 0 6.1.8 Force Mains A. Design shall be as required per MDEQ Circular 2, except as specified below: I. Minimum velocity of 4 fps 6.1.9 Service Lines A. A minimum of 1 service per structure is required. B. Shall follow the CK Rules and Regulations Governing Sewer Service. 6.1.10 Gr ase Interceptors: A. Shall bc provided as required by thc Universal Plumbing Code (UPC) and the CK Pretreatment Program Coordinator (758 7817). Any conflicts or differences bctwccn the UPC and thc CK Pretr atmcnt Program shall be resolved in favor of the CK Prctr atment Program. B. Shall be sized according to the UPC. 6.1.11 Sand / Oil Separators: C. Shall be constructed perpendicular to the main within city right-of-way or easement. A. Shall bc pr vidcd as required by thc UPC and the CK Prctrcatmcnt Pr gram C rdinat r (758 7817). Any c nflicts r diffcrcnccs bctwccn thc UPC and the CK Prctrcatmcnt Pr gram shall bc res lvc in fav r f the CK Prctrcatmcnt Program. B.A. Shall bc sized acc rding t thc Prctrcatmcnt Pr gram requirements. 6.1.121.1.1 Sample Port CK Prctrcatmcnt Pr gram C rdinat r (758 7817). 6.2. CONSTRUCTION STANDARDS 6.2.1 General A. Sewer systems shall be constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSS1, as modified by the CK Special Provision2 for Sanitary Sewer Collection System and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 1 https://montanacontractorsmtassoawliinc24.com/extemal/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/483/Special-Provision-02730-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 39 Click to Return to Index 6.2.2 Chapter 6- Sanitary Sewer System 6.2.2 Offsets A. Sewer mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 21. B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 foot vertically from sewer mains and services. 6.2.3 Gravity Sewer Pipe A. Shall be SDR 35 PVC with gasketed joints and fittings. B. Connections to existing mains shall be made with PVC gasketed coupling or stainless steel sleeved flexible coupling. C. Shall not be directionally drilled. 6.2.4 Force Mains A. Shall be either DR11 HDPE or DR18 C900 PVC. I. Directionally drilled HDPE shall incorporate engineered expansion and contraction restraints, approved by CK PWD. B. Service taps shall not be allowed on CK force mains. C. Private force mains shall be connected to the sewer collection system at a manhole as shown in Detail SA.8. D. Toner Wire shall meet the same requirements as for water main, except: I. Force mains burst through existing mains or installed without continuous trench access shall be installed with 1/a. -inch steel toner cable. 6.2.5 Service Lines A. Materials I. Gravity sewer services shall be SDR 35 PVC within CK right-of-way. B. Taps I. Shall only be made at the main: a. With an appropriately sized PVC wye for new construction; or b. With an appropriately sized and installed Inscrta Tcc®Inserta Tee®2 for connections to existing mains. C. Low-pressure services shall connect to a standard gravity service line at the right-of-way. D. The terminal end of sanitary sewer services at undeveloped lots shall be marked with a steel T -Post buried to within 6" of the surface. 1 htto://deo.mt.Qov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 2 https://www.insertatee.com/ 40 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.8D.VI E. Connections between new and existing services of differing materials shall be completed with stainless steel shielded flexible couplings, such as Fernco Shielded Couplings', or equal as approved by CK PWD. 6.2.6 Detectable Warning Tape A. Shall be installed above all sanitary sewer gravity and force mains. B. Shall be a minimum of 5 mils thick. C. Shall be 3 inches wide. D. Shall conform to APWA colors. E. Shall be buried 12 to 24 inches below the final grade. 6.2.7 Marker Posts A. Shall be used when a gravity sewer main or sewer force main is located outside a paved surface. B. Shall be APWA compliant Rhino TriViewT"2 or approved equal. C. Shall be installed at a maximum spacing of 150 feet. D. Shall be installed at every manhole, valve, or change in direction. 6.2.8 Manholes A. Shall be constructed in accordance with Standard Detail SA.3. B. Doghouse manholes are prohibited. C. Manhole Rings and Covers I. Shall be as shown in Standard Detail SA.9, or approved equal. Paint is optional. II. Watertight gasketed manhole covers shall be used in all locations where flooding may occur. D. Shall be constructed with one of the following chimney seals: I. Whirly Giga Manhole Riser Collar System; II. Cretex External Chimney Seal4; III. Cretex Internal Chimney Seals; IV. WrapidSeaV 6 Manhole Encapsulation System; V. Mr. Manhole; or VI. Equal product as approved by the CK PWD. 1 https://www.fernco.com/plumbing/shielded-couplings 2 https://www.rhinomarkers.com/product/triview/ 3 http://wgig.us/ 4 http://www.cretexseals.com/product/classic-external-chimney-seal/ 5 http://www.cretexseals.com/product/classic-internal-chimney-seal/ 6 http://ccipipe.com/products/wrapidseal-manhole-encapsulation-system/ 7 https://mrmanhole.com/ 41 Click to Return to Index 6.2.8E Chapter 6- Sanitary Sewer System E. Shall be constructed with one of the following joint seals: I. Infi-Shield Gator Wrap®1; II. Press -Seal EZ-WRAP2; III. Mar Mac® PW; III. Mar Mac® MacWrap4; IV. Riser-WrapT""5; V. Con S al CS 212 V. Con -Seal CS -2127; or VI. Equal as approved by the CK PWD. 6.2.9 Lift Stations A. Manufacturer I. Gorman Rupp; or II. Equal as approved by CK PWD a. Design Engineer shall provide all necessary information to justify the product as equal; b. Design Engineer shall submit a list of 3 lift stations of the type proposed which have been in operation at least 5 years; and c. The CK reserves the right to accept or reject the proposed lift station. B. Pump Type: I. Above ground, self -priming, suction lift; or II. Submersible or submersible grinder a. Only to be used if Type (I) above cannot be installed due to head and flow requirements. C. Redundancy I. Duplex systems a. Minimum requirement for all systems. II. Triplex systems a. May be required by the City Engineer for large lift stations or lift stations requiring specialty items. III. Each motor shall include a motor saver. 1 http://ssisealingsystems.com/gator-wrap.html 2 http://www.press-seal.com/product-detail/ez-wrap/ 3 https://marmac.com/product/macwrap for manholes/ 4 https://marmaacom/construction-products/catalog/macwrap-for-rcp-external-seals-for-reinforced-concrete/ 5 https://www.gptindustries.com/en/products/riser-wrap-water-infiltration-sealing-system 6 http://conseal.com/concrete sealant products/es 212 polyolefin backed exterior joint wrap.html 7 https://conseal.com/products/cs-212-polyolefm-backed-exterior joint -wrap/ 42 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.9F.II D. Wet Well Access I. Halliday Products - H1R36481 with fall through protection for wet wells 6 foot in diameter or smaller. II. Larger diameter wet wells may require a larger hatch opening for maintenance purposes and shall be approved on a case-by-case basis. E. Mixing I. Provide Ixom AP 5002. &F. Influent Pipe I. One full joint of Class 50, cement lined, ductile iron. II. Spigot end shall extend 6 -inches beyond interior of wet well wall. 1 http://www.hallidayproducts.com/assets/ser-hlr-n-2.pdf 2 https://www.ixomwatercare.com/equipment/ap-series-air-powered-mixers/ap500 43 Click to Return to Index Chapter 6- Sanitary Sewer System Access Road I. 12 -foot minimum width paved for access by sewer maintenance vehicles. II. Access approach from street per Standards. & H. Bypass I. Shall have a dedicated valve. II. Shall connect downstream of the lift station check valves. III. Provide a 4 -inch cam -lock style connection with cap. 14d. Electrical I. Wiring a. Shall be water resistant inside the lift station and enclosure. II. Backup Power a. €cncracCAT' or approved equal. b. Natural gas fueled. c. Noise emissions not to exceed 65 dbA at 20 feet from the power supply. d. Shall be installed on concrete pad per manufacturer recommendations e. Shall include an appropriately sized transfer switch, manufactured by the same manufacturer as the generator f. Shall include an O&M manual g. Manufacturer shall perform training at startup. III. Alarms a. Manufacturer: i Mission Communications b. Model i M 110 A) Lift stations with pump motors under 20 horsepower. ii M 800 A) Lift stations with pump motors over 20 horsepower. i MyDro 8502 ii4AInclude a Digital Expansion Board to add 8 digital inputs 1 https://www.cat.com/en US/products/new/power-systems/electric-power/gas-generator-sets.html#! 2 https://www.123mc.com/en/products/mydro-m150-m850/ 44 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.9J.I.c 3B) Include an Analog Expansion Board to add 4 analog inputs c. Alarm Conditions i High water ii Low water iii Seal failure iv Power interruption v High motor temp IV. Controls a. Each pump shall have: i Hour meter ii Suction pressure gauge tap and valve iii Discharge pressure gauge tap and valve b. Pump run alternator c. Amperage meter on each leg of the electrical wiring d. Lightning protection for the power supply e. Level control i Primary control - Pressure transducer ii Backup control - 5 -3 -float mercury switch system A) Shall be installed and function if primary control is lost f. Transfer switch and control panels shall be placed on a steel frame and embedded in concrete a pad with a pitched roof covering the pad and controls. V. Lighting a. Yard lighting shall be provided and connected to the power supply b. Street lighting shall not be considered adequate to meet this requirement. l LEnclosures I. Foundation a. Monolithic concrete b. Minimum 4 inches thick c. Treated sole plate anchored to foundation 45 Click to Return to Index 6.2.9111 Chapter 6- Sanitary Sewer System MI=M II. Roof a. Gable style b. Trusses spaced at 24 -inch maximum c. Designed to meet local snow load requirements d. 4:12 slope e. 5/8 -inch OSB sheathing f. 30 y ar 3 tabLifetime warranty architectural shingles 46 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.9J.VI.d III. Walls a. 8 -foot floor to ceiling height b. 6 -inch wall studs c. R-19 insulation d. Exterior i 1/2 -inch OSB sheathing ii Lap siding with 7 -inch reveal e. Interior i T1-11 siding, primed and painted; or ii 5/8" plywood, primed and painted white IV. Ceiling a. R-49 insulation b. 5/8 -inch unfinishcd gypsum boardPlywood or OSB V. Other a. 3068 steel door with deadbolt lock b. Heating and air circulation systems c. Ceiling mounted industrial lights in protective cages d. All other necessary materials for a finished building VI. Submittals by Design Engineer for CK PWD approval a. Structural plans b. Mechanical plans c. Electrical plans d. Heating and air circulation 47 Click to Return to Index 6.2.9K Chapter 6- Sanitary Sewer System J K. Fencing I. 6 -foot chain link security II. 3-foot:wide personnel gate III. 12-foot=wide gate with two 6 -foot leaves IV. Shall provide adequate room for access and facility maintenance V. 3 -foot minimum offset from all structures and appurtenances VI. Gate placement shall promote maintenance vehicle access for pump removal: VII.Gate installations shall include duckbill style gate holdbacks 48 Click to Return to Index Chapter 6- Sanitary Sewer System 6.2.10C KL. Landscaping I. 4 -inches of clean 1 -inch minus gravel or other landscaping rock as approved by CK PWD for areas outside of public right-of-way. II. Areas inside public right-of-way shall meet the requirements of the CK Municipal Code 24-911. 6.2.10 Gr use Interceptors B. Shall meet the requirements of Standard Details SA.10 and SA.11. .2.111.1.1 Sand / it Sc arat rs A. Shall be c mmcrcially manufactured. B. 6.2.12 Sample Ports A. Shall be commercially manufactured. B. Shall meet the requirements of Standard Detail SA.12. 6.2.136.2.10 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4 -inch and meeting the migration requirements of the same standard (Section X.1.8). SA.13. 1 http://qcode.us/codes/kalispell/view.php?topic=24-9-24 91 49 Click to Return to Index 6.2.11 Chapter 6- Sanitary Sewer System 6.2.146.2.11 Casing A. Minimum casing pipe thickness shall be i inch. B. Carrier pipe: I. SDR 35 PVC with joint restraining casing spacers, or II. SDR 35 PVC with internal joint restraints. III. Certa-Lok or other spline and groove pipe systems are not approved. C. Casing Spacers: I. CCS -JR (joint -restraining) and CCS by Cascade Waterworks II. SSI by Advanced Products and Systems III. Equal as approved by CK DPW. D. End Seals: I. CCES by Cascade Waterworks II. AC by Advanced Products and Systems III. Equal as approved by CK DPW. 50 Click to Return to Index Chapter c_ Sanitary c„ cyst,. 6.2.13C Chapter 7 Pretreatment 7.1. DESIGN AND CONSTRUCTION STANDARDS 7.1.1 General A. Refer to the Fats. Oil. and Grease (FOG) Policy Requirements'. Sand, Oil, and Grease (SOG) Policy Requirements2, and Pretreatment Requirements for RV Dump Stations3 for applicability. responsibilities. BMPs. Maintenance Logs. and other applicable information. B. Waterproofing of all pretreatment related concrete structures shall match CI` Standard Detail SA.3. All joints between sections. adjusting rings. top section and pipes shall be watertight. 7.1.2 All Grease Interceptors A. Food preparation sinks. dishwashing sinks. dishwashers. floor drains. floor sinks. mop sinks and any other fixtures producing grease laden waste shall discharge to the interceptor. B. Dishwashers shall be commercial grade, low temperature, chemical sanitizing models. Water entering the interceptor shall not exceed 150°F. C. Food waste processors or grinders. garbage disposers. enzymes. and drain maintenance chemicals are prohibited. D. Installation, operation. and maintenance shall be in accordance with manufacturer's specifications. E. Cleaning frequency shall be determined by the City's Industrial Pretreatment Coordinator. F. Floor sinks shall be equipped with stainless steel flanged floor sink strainers. G. Install in accordance with the manufacturer's specifications. 7.1.3 Interior Grease Interceptor A. Sizing shall comply with the City's most current adopted version of the Uniform Plumbing Code and utilize the fixture capacity formula with a minimum size of 20 gpm. B. Shallcimply with Typical Detail PT.2. C. All new grease installations shall be Schier Great Basin Series. D. Locate in an area which permits easy access for cleaning and inspection. 1 https://www.kalispell.com/DocumentCenter/View/4951/FOG-Policy-Requirements-and-BMPs-PDF 2 https://www.kalispell.com/DocumentCenter/View/4952/SOG-Policy-Requirements-and-BMPs-PDF 3 https://www.kalispell.com/DocumentCenter/View/4955/Pretreatment-Requirements-for-RV-Dump-Stations-PDF 51 Click to Return to Index c E Chapter 6 Sanitary Sewer System 7.1.4 Exterior Gravity Grease Interceptor and Sample Port A. Schier Great Basin High -Capacity grease interceptors are recommended. I. If using a Schier GB Series interceptor. the sample port can be omitted. B. Precast concrete interceptor and sample port designs shall comply with Standard Details PT.1. PT.3. and PT.7. C. Sizing shall comply with the City's most current adopted version of the Uniform Plumbing Code. Use the table titled, "Gravity Grease Interceptor Sizing" which uses DFU's for determining sizing. D. Locate in an area which permits easy access for cleaning and maintenance. I. Lids shall be installed to allow easy removal. II. Concrete lids are prohibited. 7.1.5 Grease Interceptor Abandonment A. Remove entire contents of grease interceptor. B. Cap inlet and outlet pipes. C. Fill the empty grease interceptor with an appropriate fill material (e.g.. sand). D. Permanently secure all openings to the interceptor (e.g., cement, weld). 7.1.6 Sand / Oil Separators A. Shall be commercially manufactured. B. Shall meet the requirements of Standard Detail PT.4. C. Shall be provided asrequired by the UPC and the CK Pretreatment Program Coordinator (758-7817). Any conflicts or differences between the UPC and the CK Pretreatment Program shall be resolved in favor of the CK Pretreatment Program. D Shall be sized according to the Pretreatment Program requirements 7.1.7 Sample Port A. Shall be provided on sewer services downstream of any grease trap, sand/oil separator, sewage pretreatment structure, or as otherwise required by the CK Pretreatment Program Coordinator (758-7817). B. Shall be commercially manufactured. C. Shall meet the requirements of Standard Detail PT.3. 52 Click to Return to Index Chapter c_ Sanitary c„ cyst,. -MI 7.1.8 RV Dump Stations A. Each RV dump station shall be equipped with signage that displays the following statements: "RV Dump Station -Only holding tanks from RV's shall discharge here" and "Water is NOT SAFE for Drinking". B. Shall be constructed per Standard Detail PT.5. C. RV dump stations shall discharge into a 2.500 -gallon septic tank that is designed per CK Standard Details PT.6 and PT.7. D. A sample port designed per CK Standard Detail PT.3 shall be installed downstream of the septic tank. E. If placed in traffic areas. measures must be taken to meet HS -20 loadings for all applicable areas of the system. lit 53 Click to Return to Index 1 1 I 1 Chapter 8 Chapter 8 Storm Sewer System ChTChapter 8 Storm Sewer System 74,8.1. DESIGN STANDARDS 7.1.18.1.1 Regulatory Thresholds A. The regulatory threshold is the "trigger" for requiring compliance with the Basic Requirements of this section and is defined as 10,000 square feet or more of developed area. B. Development is the conversion of previously undeveloped or permeable surfaces to impervious surfaces and managed landscape areas. Development occurs on vacant land or through expansion of partially developed sites. I. Development projects that meet or exceed the regulatory threshold shall comply with ALL Basic Requirements (BR1-7). II. The total developed area is used to determine if the threshold will be exceeded for development projects. a. For example, an existing site has a 15,000 _sf lot. The existing development consists of a 4,000 _sf building, 1,000 sf of managed landscaped area, 3,000 sf parking lot, and 7,000 sf of area currently undeveloped. A new project would add 2,000 sf to their building, 1,000 sf to their parking lot, and 500 sf of managed landscaping. Therefore, the threshold would be exceeded (4,000 + 1,000 + 3,000 + 2,000 + 1,000 + 500 = 11,500 sf) and the current phase and all future phases of development would be triggered to comply with BR1-7. C. Redevelopment is the replacement of impervious surfaces on a fully developed site. Redevelopment occurs when existing facilities are demolished and rebuilt or substantially improved through reconstruction. I. For redevelopment, the regulatory threshold applies to the total amount of pollutant generating surfaces replaced or rebuilt. Redevelopment projects that meet the regulatory threshold shall comply with BR -3 Water Quality Treatment. a. For projects implemented in incremental phases, the threshold applies to the total amount of pollutant generating surface at the end of the current phase. 54 Click to Return to Index i For example, an existing site wishes to replace their 13,500-:sf parking lot in three equal phases. Therefore, the threshold would be triggered in the third phase and apply to the total pollutant generating surfaces on the site. A) Phase 1- 4,500 sf (no trigger) B) Phase 2 - 4,500 + 4,500 = 9,000 sf (no trigger) C) Phase 3 - 9,000 + 4,500 =13,500 sf I) Water Quality Treatment is required for the current phase and all future phases of redevelopment on the site. b. Sites with 100% existing building coverage that are currently connected to a municipally owned storm sewer or discharge to wateq of the state must be evaluated on a case-by-case basis to continue td be connected without treatment. Additional requirements such as flow restrictors may also be required in such cases. D. The City Engineer reserves the right to require compliance with any or all of the Basic Requirements regardless of the size of the project or the amount of impervious area added or replaced. E. Exemptions I. Projects are exempt from the Basic Requirements when falling under any of the following categories: a. Actions by a public utility or any other governmental agency to remove or alleviate an emergency condition, restore utility service, or reopen a public thoroughfare to traffic. b. Projects that, when completed, will not have physically disturbed the land. c. City right-of-way and City owned property maintenance and reconstruction projects. d. Chip seals and fog seals. 7.1.28.1.2 Basic Requirements (BR -1) Drainage Submittal A. Report I. The report shall be inclusive, clear, legible, and reproducible. An uninvolved third party shall be able to review the report and determine whether all applicable standards have been met II. Narrative - The narrative of the report shall include the following elements: 55 Click to Return to Index :ice Chapter 8 Storm Sewer System a. Project Description: Information about the size of the project, the number of lots proposed, the project location, and background information relevant to drainage design, including topography, surface soils, surface and vegetative conditions, etc.; b. Geotechnical Information: Summarize the geotechnical site characterization (GSC) for the project including recommended infiltration rates and on-site soil descriptions; c. Pre -Development Basin Information: Summarize the pre -development drainage patterns for all basins contributing flow to, on, through, and from the site. Include all assumptions and justifications used to determine curve numbers and/or runoff coefficients used in the analysis. Identify and discuss all existing on-site and/or off-site drainage facilities, natural or constructed, including but not limited to NDW, conveyance systems, and any other special features on or near the project; d. Post -Development Basin Information: Summarize all assumptions used to determine the characteristics of the post -developed basins, such as the size of roofs and driveways, and the curve numbers and/or runoff coefficients used in the analysis. In addition, a table shall be included summarizing the impervious and pervious areas for each sub -basin; e. Wetland Analysis: A wetland analysis is required for all new development and redevelopment. A wetland checklist (APPENDIX A) is required to be completed and submitted with the drainage report; f. Down Gradient Analysis: Identify and discuss the probable impacts down -gradient of the project site; Methodology: Discuss the hydraulic methods and storm events used in sizing the drainage facilities, including the BMPs proposed for the project; h. Water Quality Treatment: Discuss treatment requirements based on the criteria in Section 8.1.4 and the CK Stormwater Quality Management Plan; i. Results: Discuss results of the calculations and a description of the proposed stormwater facilities. Include a table comparing the pre - developed and post -developed conditions including rates and volumes. Provide a table summarizing the maximum water elevation of the facilities for the design storms, outflow structure information, the size of facilities "required" by the calculations, and the size of the facilities "provided" in the proposed design; Operational Characteristics: Provide sufficient information about the operation of the stormwater system so that an uninvolved third party can read the report and understand how the proposed system will function under various conditions; g. j• 56 Click to Return to Index k. Perpetual Maintenance of Facilities: Include a discussion of the provisions set forth to operate and maintain the drainage facilities. The project owner's mechanism for funding the operation and maintenance for stormwater facilities, including sinking fund calculations, shall be included (refer to Section8.1.8E for more information); 1. Off -Site Easements: Identify the anticipated location of any off-site easements either on the basin map or in a separate schematic. Off-sitct easements will be required for proposed stormwater conveyance or disposal facilities outside the project boundaries. These easements shall be obtained and recorded prior to the acceptance of the final Drainage Submittal (refer to Section 8.1.9 for more information); and, m. Regional Facilities: A discussion of any expected future impacts on or connections to existing or proposed regional facilities (refer to Section 8.1.5H.X.d). III. Figures a. Basin Map (Refer to Section 2.1.7G) b. Site photos c. Soils map d. Any graphs, charts, nomographs, maps, or figures used in the design e. If a geological site characterization is required: i A geologic cross-section, drawn to scale ii Stormwater facilities superimposed on the cross section iii All relevant geologic units clearly identified including the target disposal layer and limiting layers B. Calculations I. Present in a logical format and provide sufficient information to allow an uninvolved third party to reproduce the results. All assumptions, input and output data, and variables listed in computer printouts and hand calculations shall be clearly identified. Basins and design storm events shall be clearly identified on all calculations. II. Incorporate all calculations used to determine the size of the facilities. 1 57 Click to Return to Index Chapter 8 Storm Sewer System III. As a minimum, provide the following, if applicable: a. Hydrologic / hydraulic calculations i Pre- and post -development peak rate and volume ii Routing iii Design information for outflow structures iv Orifice information v Pond volume ratingrouting table or calculations b. Time of concentration calculations c. Curve number (CN) or runoff coefficient (C) d. Water quality treatment calculations e. Inlet capacity and bypass calculations f. Detention/retention storage capacities g. Ditch and drainage way calculations h. Culvert and pipe calculations i. Non -flooded width calculations for curb and gutters j. Energy dissipation calculations C. Down -Gradient Analysis I. Inventory natural and constructed down -gradient drainage features a minimum of 1/4 mile down gradient. II. Identify and evaluate adverse down -gradient impacts. Adverse impacts include, but are not limited to: a. A down gradient property receiving more standing or floodwater on their property than the pre -developed condition. b. Erosion c. Flooding d. Slope failures e. Changed runoff patterns f. Reduced groundwater recharge 58 Click to Return to Index III. Analysis shall include: a. Visual inspection of the site and down -gradient area(s) by the engineer to the location where adverse impacts are anticipated to be negligible. b. A site map that clearly identifies the project boundaries, study area boundaries, down -gradient flow path, and any existing or potential areas identified as problematic. c. Pre and post -development hydraulic (rate and volume) capacities for the 10 -yr and 100 -yr 24 -hr storm events. d. A written summary including: i Existing or potential off-site drainage problems that may be aggravated by the project. ii The condition and capacity of the conveyance route including: A) All existing and proposed elements B) Potential backwater conditions on open channels C) Constrictions or low capacity zones D) Surcharging of enclosed systems E) Localized flooding iii The presence of existing natural or constructed land features dependent upon pre -developed surface or subsurface drainage patterns. iv Potential changes to groundwater characteristics that may negatively impact sub -level structures, foundations, or surface areas due to an increased amount, increased frequency, or duration of groundwater intrusion. v Existing or potential erosive conditions such as scour or unstable slopes on-site or down -gradient of the project. vi Flood areas identified on FEMA maps. e. Demonstrate the proposed stormwater disposal system has been designed to meet the following conditions: i The stormwater runoff (volume and flowrate) enters and leaves the site in the same manner as that of the pre -developed conditioq). ii Reduced or increased groundwater recharge has been considered with respect to potential adverse impacts on down -gradient features. iii The proposed design does not aggravate or impact existing drainage problems or create a new drainage problem. 59 Click to Return to Index ;ice f. Chapter 8 Storm Sewer System If down -gradient surface release is at a rate or volume greater than the pre -developed condition, then potential adverse impacts on down - gradient property natural or constructed drainage channels due to an increase in stormwater rate, volume, velocity, and flow duration shall also be addressed and mitigated in detail. D. Other Submittal Elements I. Provide the following if applicable, required by other sections, or as otherwise required by the City Engineer: a. A geotechnical site characterization (refer to 8.1.3) b. An erosion and sediment control plan (refer to 8.1.7) c. A draft copy of the Conditions, Covenants, and Restrictions (CC&Rs) for the homeowners' association in charge of operating and maintaining the drainage facilities (refer to 8.1.8B) d. An operations and maintenance manual (refer to 08.1.8C) e. A signed Stormwater Maintenance AgrccmentPermit (refer to 8.1.8D ) f. A wavier of right to protest a Stormwater SID. A financial plan (refer to 8.1.8E) gh.On-site and/or off-site easement documentation (refer to 8.1.9) 7.1.38.1.3 BR -2 Geotechnical Site Characterization A. Investigation and Assessment Requirements: I. Provide a surface reconnaissance of the site and adjacent properties to assess potential impacts from the proposed stormwater system and to verify that the conditions are consistent with the mapped information. Typically, the evaluation should extend a quarter of a mile down gradient. Where access to adjacent properties is unavailable, the project owner shall rely upon the best known information for the area, supplemented with information available from the City Engineer, including any existing geotechnical engineering reports or studies for sites in the vicinity; II. Review available geologic, topographic, and soils, and identify any site conditions that could impact the use of storm drainage systems or the construction of sub -level structures. This review shall include all available previous geotechnical engineering reports or studies for sites in the vicinity; and, III. Evaluate the potential impacts of groundwater on the proposed storm drainage facilities, roadways and proposed underground structures, when a seasonally high groundwater table is suspected. 60 Click to Return to Index B. Report shall include: I. A brief project description including size and number of lots proposed, project location (section, township and range), and background information relevant for drainage design; II. A discussion of the study investigations; III. A description of the soil units on the site and in the vicinity of the site; IV. A description of the site including surface, soil, and groundwater conditions, etc.; and, V. Conclusions and recommendations. C. Site Plan shall include: I. Project boundaries (including all existing and proposed property lines); II. Labeled topographic contours, extending beyond the project and drainage basin (See Section 2.1.1C). III. Location of the soil units identified; IV. Location of significant structures, properties or geologic features on site and in the project vicinity; V. Location of existing natural or constructed drainage features on site and in the project vicinity; and, VI. Location of proposed site infrastructure including roadways and drainage features such as ponds, drywells, etc. D. Test Method Documentation. Provide the following: I. A map with the location of all subsurface field explorations and any in- place field tests; II. A description of any difficulties encountered during excavation and testing; III. A description of the equipment used to perform the field explorations or tests. When applicable, describe the type of fabric lining and gravel backfill used; IV. Logs of subsurface explorations which identify the depth to groundwater, and the presence of any limiting layers and the target soil layer. Include test pit or excavation dimensions, with photographs, where applicable; V. Test data in a format that includes time of day, flow meter readings, incremental flow rates, observed head levels, water depths and total flow volumes in the test pit or infiltrometer; and, VI. A description of the condition of any existing facilities being tested, noting any silt build-up, water level, connections to other structures (including distance to inverts of any interconnecting pipes), measured depths and dimensions, etc. 61 Click to Return to Index Chapter 8 Storm Sewer System .1.3D.V11 E VII. Results of field and laboratory testing conducted, including the grain size analysis represented both graphically and in tabular format; VIII. A report on the actual and proposed design outflow rates for test pits; IX. Results of the sub -level structure feasibility study and a summary of the down -gradient analysis as applicable; and, X. A geologic cross-section of the stormwater disposal area drawn to scale, with the proposed stormwater disposal facilities superimposed on the cross-section. All relevant geologic units shall be clearly identified including the target disposal layer and limiting layers. E. Field and Laboratory Testing I. The subsurface exploration, testing, and associated engineering evaluations are necessary to identify permeable soils and to determine the thickness, extent, and variability of the soils. This information is necessary to properly design stormwater disposal facilities. II. Field explorations and laboratory testing shall be conducted under the direct supervision of a civil engineer, a geotechnical engineer, a hydrogeologist, or an engineering geologist. III. Test Methods a. Soil infiltration rates shall be determined using one or more of the following methods for new development or redevelopment with greater than or equal to 10.000 square feet of impervious surface: i The ASTM D 3385-88 Double -ring Infiltrometer Test: This test method is used for field measurement of infiltration rate of soils; ii The Pilot Infiltration Test Procedure: This test method uses field data to estimate the outflow rates of subsurface disposal facilities (refer to the BMP Manuals); iii Additional or alternate test methods, upon approval from the City Engineer. 1 http://www.kalispell.com/DocumentCenter/View/484BMP-DesignGuidance-Manual-PDF 62 Click to Return to Index IV. Minimum Requirements a. The following minimum requirements, when applicable, shall be met for field explorations and laboratory testing when subsurface disposal is proposed: i Test borings and/or test pits shall be located within the footprint of proposed stormwater disposal facilities; and, ii For each facility, a minimum of one subsurface cxplorationinfiltration test shall be performed for up to 1,500 be performed for each additionalevery 3,000 square feet of infiltrating surface. For example, if the infiltrating facility is 23.000 square feet, or fraction thereof,then 23.000 / 3.000 = 7.6. Therefore, a minimum of disposal ar a. 7 infiltration tests are required. iii For a linear roadside swale, a minimum of one subsurface exploration shall be performed every 500 feet, staggered on both sides of the road, unless site conditions or test results indicate that additional explorations arc necessary. lily Subsurface explorations and sampling shall be conducted according to applicable ASTM standards. V. Post -Construction Testing a. Newly constructed infiltration facilities will require a full-scale successful test prior to project engineer certification. Refer to Appendix B2 - Pond Flood Test for flood test methods. Contact the City Engineer for additional information. F. Sublevel Feasibility I. If sub -level structure construction is being considered, a sub -level structure feasibility study is required. Field explorations and laboratory testing shall be conducted under the direct supervision of a geotechnical engineer, or hydrogeologist. Test boring shall be performed per the geotechnical engineer, a hydrogeologist, or an engineering geologist recommendation or at minimum of one per 10,000 square feet) Ground water shall be monitored during seasonal high ground water conditions. The sub -level structure feasibility study shall include the following, at a minimum: 63 Click to Return to Index 1 Chapter 8 Storm Sewer System a. A layout of the site showing lot lines and lot and block numbers; b. Identification by lot and block number of sites where sub -level structure construction is feasible. Provide recommendations for maximum below grade floor elevations, minimum drainage system requirements, and any site specific recommendations; c. Discussion of the effects of hydrostatic pressure that may lead to basement flooding and recommendations as to the effectiveness of waterproofing; d. If infiltration is proposed as a method for stormwater disposal, discussion of any potential adverse impacts on proposed sub -level structures, taking into consideration the contribution of imported water (due to lawn watering, etc.); and, e. Identification of locations where sub -level structure construction is not feasible. When field and research data indicate season high ground water is: i Below 15 feet, basements and crawl spaces would be allowed. ii Between 5 feet to 15 feet, basement construction would be prohibited. iii At 5 feet or less, both basement and crawl space would be prohibited. II. Language regarding sub -level structure restrictions shall be placed or referenced on the face of the plat. If a potential buyer would like to construct a sub -level structure in an area deemed not feasible, then a site specific geotechnical evaluation shall be performed by a geotechnical engineer for the individual lot prior to a building permit being issued. 64 Click to Return to Index I 7.1.9B.VII.a III. Recommendations shall be summarized and provided electronically in Microsoft Excel, per the format found in Table 2. Table 2 - Example Geotechnical Recommendation Summar Block Lot(s) Sub -Level Construction Feasible? Maximum Depth Below Finish Grade [1] Depth to Limiting Layer [2] Summary of Geotechnical Recommendationsm Block 1 Lots 1-8 a, > Maximum allowable C= 15 feet GrW=25 feet B=30 feet Based upon the clean nature of the soils at the sub- level elevations and the depth to groundwater, footing draihs are not required. However, below- grade walls shall be well' reinforced to reducing cracking and thoroughly damp -proofed with a water- resistant bituminous emulsion or modified cement base coating. Backfill material shall consist of onlr clean granular material which is free of fine-grained soils, organic material, debris and large rocks. Block 2 Block 2 Lots 4-8 Lots 1-3 al > n/a 4 feet GrW=13 feet Below -grade walls shall be well reinforced to reduce cracking and waterproofed with a membrane (per IRC) which is lappeO and sealed from the top of the footing to the finished grade. An under slab waterproof membrane (per IBC) which is lapped and sealed shall be integrated with the wall membrane. Backfill material shall consist of only clean granular material which is free of fine-grained soils, organic material, debris and large roFks. Walls and footings shall have a drain system with cleanout, emptying a minimum of 15 feet in a down-slope direction away from structures. Precautions shall be taken not to excavate a closed depression over rock or clay that is intended to dispose of sump water from a foundation drain system. o GrW=6 feet B=10 feet Due to the very shallow presence of groundwater, subllevel structures are not recommended on these lots. If a crawl space is proposed, a drain system with cleanouts shall be provided that empties a minimum of 15 feet in a down-slope direftion away from structures. Precautions shall be taken not to excavate a closed depression over rock or clay that is iniended to dispose of sump water from foundation drain system. 1 Maximum depth measured from original pre-construction/pre-grading ground surface elevation or existing ground surface, whichever provides a greater distance between the lowest floor elevation and the limiting layer. 2 GrW=groundwater, B=bedrock or basalt, C=clayey-silty soils 3 Refer to the Geotechnical Report for this project for further information, which may include construction details that support these recommendations. 65 Click to Return to Index Storm Sewer E Chapter 8 Storm Sewer System III.I_Rcc mmcndati ns shall be summarized and pr vidcd cicctr nically in Mier s ft Excel, per th• : _ _ _ _ - _ _ . 7.1.48.1.4 BR -3 Water Quality Treatment A. The recommendations of the latest edition of the Montana Storm Water Post - Construction BMP Design Guidance Manuals (BMP Design Manual) are adopted in their entirety, except as amended herein. Any conflicts or differences between the BMP Design Manual and the Standards shall be resolved in favor of the Standards. B. Stormwater treatment and flow control facilities shall not be located within the right of way. &C. The following known amendments shall be incorporated into the BMP Design Manual: I. General: a. Infiltrating facilities shall provide a minimum vertical separation of 3 feet between the bottom of the facility and the seasonal high water table. b. Infiltrating facilities shall provide a minimum vertical separation of 5 feet between the bottom of the facility and the first limiting layer (bedrock, clay lens, etc.). c. Facilities requiring pretreatment shall provide a minimum pretreatment volume equal to 20% of the RTV. d. Maintenance access shall be provided in accordance with Section 8.1.8G. e. Post -Construction BMPs shall meet the requirements of 8.1.5H. II. Bioretention Areas (Amends chapter 5.3): a. The maximum contributing area to a single bioretention area is 200,000 sf. b. For bioretention areas placed in subsoils having a hydrologic soil group designation of B, C, or D, an underdrain system is required. c. Underdrains shall be included in the design when subsoil infiltration rates are less than 1 inch per hour. d. The ponding area shall contain the entire volume associated with the Runoff Treatment Volume of 0.5 inches. e. The ponding depth shall be designed to be 6 to 12 inches above the filter bed. f. Filter Treatment Criteria: i The filter bed shall have a minimum depth of 30 inches. 1 http://www.kalispell.com/DocumentCenter/View/484BMP-DesignGuidance-Manual-PDF 66 Click to Return to Index ii The planting soil filter bed shall be sizcd using a Darcy'a Law equation with a filter drain time of 48 hours and a cocfficicnt of perm ability (k) of 0.5 fcct per day. 1 1 1 67 Click to Return to Index Where: A Chapter 8 Storm Sewer System iii The required filter bed ar a (Af) is computcd using the following formula: V,,.„ x dt Equation 1 /1t— kx(hfidf)xtt } 434-- filtcr bcd depth (ft) k - coefficient of permeability of filter media (ft/day) hf- average height of water above filtcr bcd (ft) t-- design filtcr bcd drain time (days) g. Pretreatment Facilities: i Micro-bioretention (250 - 2,500 sf) A) A grass filter strip extending a minimum of 10 feet from the edge of the pavement and at a maximum slope of 5%. ii Small Scale Bioretention (2,500 to 20,000 sf) A) A grass filter strip with a pea gravel diaphram or other flow spreader. B) A grass channel with a pea gravel diaphram or other flow spreader. C) See additional guidance in Appendix E. iii Bioretention Basins (20,000 to 200,000 sf) A) A pretreatment cell, similar to a forebay, is located at the piped inlets or curb cuts leading to the bioretention area and has a storage volume equivalent to aat least 15% of the total RRV. B) The design shall have a 2:1 length to width ratio. C) The cell can be formed by a wooden or stone dam, or rock berm. h. Filter Media Planting soils media shall consist of a sandy loam, loamy sand, or loam texture per USDA textural triangle with a clay content ranging from 0 to 5%. In addition, the planting soil must have a 3 to 5% organic content. 68 Click to Return to Index Organic component shall be mixed in the top 6" of the filter. No organic matter is permitted below a depth of 6". A) The recommended planting soil media mixture is: I) 85 88 % sand. (washed medium sand is sufficient) II) 8 -12 % fines. (Includes both clay (max 5%) and silt MAU. 3 -5 % organic matter (leaf compost or peat moss}); or II) 70% Filter Sand 20% Coconut Coir Fiber 10% High Carbon Wood Ash (Bio Char) B) Small scale bioretention and bioretention basin designs shall use premixed certified media from a vendor that meets the following requirements for phosphorus contcndcontent. cation exchange (CEC), and media filtration; I) The recommend P -index value is between 10 and -50; II) Soils with CECs exceeding 10 are preferred for pollutant removal; and, III) The media should have an infiltration rate of 1 to 2 inches per hour, C) Micro-bioretention (250 to 2,500 sf) soil media can be mixed on site; D) The minimum filter media depth shall be between 30 to 48 inches; and, E) Filter media shall be placed in lifts of 12 to 18 inches. III. Permeable pavement systems are prohibited (removes Chapter 5.4). IV. Biofiltration Swale (amends Chapter 5.6) a. Slope: The channel slope shall be at least 1% and no greater than 5%. Slopes of 2% to 4% provide the best performance. ii When slopes less than 2% are used, an underdrain is required. A) A 6 -inch -diameter perforated pipe shall be installed in a trench lined with filter fabric and filled with 5/8 -inch minus round rocks. 69 Click to Return to Index ��rra�Ya!�r-s Chapter 8 Storm Sewer System B) The pipe shall be placed at least 12 inches below the biofiltration channel bed and the bed shall incorporate topsoil that has a proportionately high sand content. b. Geometry: i The maximum bottom width is 10 feet and the minimum width is 3 feet. If the calculated bottom width exceeds 10 feet, parallel biofiltration channels shall be used in conjunction with a device that splits the flow and directs an equal amount to each channel; ii The ideal cross-section is a trapezoid with side slopes no steeper than 3:1. However, a rectangular shape can be proposed if there are topographical constraints or other construction concerns. c. Velocity: i The maximum flow velocity through the swale under peak 100 - year flow conditions shall not exceed 3 feet/second. d. Level Spreader: i A flow spreader shall be used at the inlet of a swale to dissipate energy and evenly spread runoff as sheet flow over the swale bottom. Flow spreaders are recommended at mid -length of the swale. For detail on flow spreaders see Appendix D - Flow Spreader Options. V. Wet Detention Basin (Amends Chapter 5.8) a. Wet detention basins may be single cells when: i Wetpool volume is less than or equal to 4,000 cubic feet; and, ii Length to width ratio is > 4:1. VI. Proprietary Treatment Devices (Amends Chapter 5.9) a. Proprietary treatment devices must be approved by the Washington Department of Ecology (WDOE) through the TAPE process for pretreatment and have a general use level designation. b. Treatment devices shall be sized per the guidance of WDOE TAPE approval. c. Manufacturer must submit documentation that their unit can achieve 80% TSS removal at the WDOE TAPE approved flowrate. VII.OffsiteOff-site Treatment Facilities a. On-siteOn-site treatment is considered paramount by the CK MS4 permit. OnsiteOn-site treatment options shall be exhausted prior to evaluating offsitcoff-site treatment. b. Approval for offsitcoff-site treatment will not be granted when based solely on the difficulty or cost of implementation of onsitcon-site treatment methods. 70 Click to Return to Index c. OffsitoOff-site treatment will be considered by PW on a case-by-case basis when the following criteria can be firmly established: i Lack of available space ii High groundwater iii Groundwater contamination iv Poorly infiltrating soils v Shallow bedrock 1 vi Prohibitive costs vii A land use inconsistent with capture and reuse or infiltration of stormwater d. OffsitcOff-site treatment proposals shall include: i Fiscal plan for routine maintenance. ii Fiscal plan for costs associated with replacement of the facility by the end of its design life. iii A plan for perpetual ownership and maintenance responsibilities. A) Delegation of ownership, costs, and responsibilities to the CK will not be considered. 7.1.58.1.5 BR-4 Flow Control A. Storm Event Calculations I. The TR-55 Curve Number Method shall be used to determine Peak Flow Rates, and Flow Control Volumes. The Curve Number Method was developed by the USDA and is available here. The following items are pertinent to and shall be used for Kalispell: a. 24-Hour Precipitation Depths for Kalispell See Table 3. b. Post-construction flow rates shall not exceed the Pre-development flow rates for the 10-yr and 100-yr events. II. Alternative Methods: a. Used when: i The calculated depth of runoff is less than a 0.5 inch; ii The value of (P-0.2S) is a negative number; iii The weighted CN is less than 40; iv Routing a hydrograph through an existing control structure; or v Sizing a new flow control facility using hydrograph analysis. 71 Click to Return to Index Chapter 8 Storm Sewer System 8.1.5A.II.b E b. Rational Method: i See MDT Hydrology Manual, Chapter 7.MDT Hydraulics Manual, Chapter 91. ii Time of concentration shall be calculated using the TR -55 Curve Number Method and not be less than 5 minutes (i.e., if calculated less than 5 minutes, use 5 minutes). iii Use MDT IDF curves / tables to select intensities. c. Level Pool Routing Method i Use for routing a hydrograph through and existing control structure, or for sizing a new flow control facility using hydrograph analysis. ii See Handbook of Applied Hydrology (Chow, Ven Te, 1964) B. Precipitation: I. The design 24-hour precipitation depths and recurrence interval used by Kalispell are provided in the table below. The precipitation isopluvial map data comes from National Oceanic and Atmospheric Administration (NOAA) Atlas 2, Volume IX, 1973. -Table 3 - Kalispell Precipitation Depths Recurrence Interval 2 -year 10 -year 25 -year 50 -year 100 -year 24 -Hour Precipitation Depth (inches) 1.4 2.0 2.4 2.8 3.0 C. Design Storm Distribution I. The NRCS Type I 24-hour storm distribution for the 10 and 100 -year storm events shall be used for sizing flow control facilities. D. Basin Areas: I. The basin area must reflect the actual runoff characteristics as closely as possible and be consistent with the assumptions used. The impervious and pervious areas must be estimated from best available plans, topography, or aerial photography, and verified by field reconnaissance. 1 https://www.mdt.mt.gov/other/webdata/external/hydraulics/manuals/Chapter-09-Hydrology.pdf 72 Click to Return to Index E. Outflow Control Structures I. II. Requirements: a. Shall be in a manhole or catch basin. b. Shall have a restrictor device to control outflow. c. Shall be incorporated into all detention facilities. d. Flow shall enter the detention facility through a conveyance system separate from the outflow control structure. e. Provide an access road for inspection and maintenance. f. Lids shall be locking and the rim elevation shall match finished grade. Types of Flow Control a. Multiple Orifice Restrictors i Minimum Orifice size shall be 3 inches. If the orifice is located within a structure the minimum orifice size shall be 1.5". ii Shall be constructed on a baffle1 or on a tee2 section b. Risers and Weir3 Restrictor i Must provide for primary overflow of the developed 100 -year peak flow discharging to the detention facility. ii A combined orifice and riser overflow may be used if item (i) above is met, assuming the orifices are plugged. c. Skimmer (with baffle or without baffle) i Provide skimming up to the 10 -year event high water level or greater. ii See CK Standard Detail DR.8 and DR.9 iii Provide flow velocities through the submerged skimmer opening at 1.5 fps or lower under the 10 -year event high water level. 1 https://fortress.wa. trictorBaffle.pdf 2 https://fortress.wa. trictorTEE.pdf 3 trictorWeir.pdf gov/ecy/ershare/wq/Permits/Flare/20195 WMM W W/Content/Resources/Images/Figures/F1owRef gov/ecv/ershare/wq/Permits/Flare/2019SWMMW W/Content/Resources/Images/Figure s/FlowRes https://fortress.wa. gov/ecy/ershare/wq/Permits/Flare/2019SWMMW W/Content/Resources/Images/Figures/FlowRes 73 Click to Return to Index :irrMM Chapter 8 Storm Sewer System III. Flow Control Calculations a. Provide equations, references, coefficients, and assumptions used. b. Provide calculations or spreadsheet/table at applicable depths. Table 4 provides equations for the most common types of weirs and orifices used for flow control. Table 4 - Flow Equations for Various Weir and Orifice Tvnes Weir/Orifice Type Equation C Sharp Crested V -notch weirl Bl 1 Q = C (tan 2J Hz \ 0.60 Broad Crested Suppressed Rectangular Weir 3 Q = CLHZ 0.33 Rectangular Sharp Crested Weirs: Contracted: SuppressedHZ 3 Q = C(L — 0.2H)HZ 3 Q= CL H 3.27 + 0.40 Y Sharp Crested Cipoletti (Trapezoidal) 1:4 Side Slopes 3 Q = CLHZ 3.367 Broad Crested Trapezoidal Weir 12 Q = C(2g)Z 3 5 f 3 LH; + 1B 5 (tan B)HZ� 0.60 Orifice Q 0.62 = CA, J2gH IV. Flow Control Structures with overflow risers typically provide the 100 - year peak flow for developed conditions. a. See Washington State Department of Ecology2; or b. Provide hydraulics reference and calculations. 1 The weir inverts should be set above the pond bottom a height of at least twice the maximum head. Q = flow (cfs); C = coefficient of discharge; A = area of orifice (square feet); H = hydraulic head (feet); g = gravity (32.2 feet/second2); 6 = angle of side slopes (degrees); Y = storage depth (feet); L = weir length or opening (feet) 2 https://fortress.wa. eov/ecv/ershare/wq/Permits/Flare/2019SWMMW W/2019S WMMW W.htm#Topi cs/VolumeV/De tentionBMPs/ControlStructureDesign.htm 74 Click to Return to Index F. Infiltration Facilities I. Requirements: a. Pretreatment i Required for urban watersheds with more than 0.25 acres of impervious surface before entering the infiltration facility. ii Shall be equal to 20% of the WQv. (water quality volume). The pretreatment volume is in addition to the infiltration basin's WQv sizing requirement. b. Depth to Groundwater and Limiting Layer i The base of the infiltration facility shall be >_ 5 feet above the limiting layer (bedrock, clay lens, etc.). ii The bottom of the basin shall be at least 3 feet above the seasonal high groundwater table. A) The seasonal high water table shall be based on long-term piezometer records during at least one wet season or the mottled soil layer as determined by a licensed geologist, licensed engineer with geotechnical expertise, or hydrogeologist. c. Setbacks i pen 50 feet from top of slopes steeper than 15%, or as determined by a licensed geotechnical engineer. 200 feet from springs used for drinking water supply. 100 feet from septic drain fields. iv >_ 100 feet from water supply wells. d. Access i Provide dedicated maintenance access route to the infiltration facility from a public roadway. ii Access route shall be dedicated by maintenance easement or drainage parcel. 75 Click to Return to Index :ir.� Chapter 8 Storm Sewer System II. Infiltration Criteria a. Short-term rate: i Use methods described in Section 8.1.3E.III. ii Shall be greater than 0.5 inches per hour and less than 20 inches per hour. iii Tests shall be performed at the estimated ground surface elevation of the infiltration facility. iv Infiltration rates shall be within two standard deviations of the population mean. b. Long-term rate: i Shall be determined by dividing the short-term rate by 2. ii When the long-term rate is greater than 2.5 inches per hour, a site- specific analysis shall be performed by a licensed geotechnical engineer to determine pollutant removal to prevent groundwater contamination. iii The maximum infiltration rates for various soils is outlined in Table 5. Table 5 - Maximum Infiltration Rates for Soil Tvnes Soil Texture Class Maximum Infiltration Rate (in/hr) Coarse Sand, Cobbles 20 Medium Sand 8 Fine Sand, Loamy Sand 2.4 Sandy Loam 1 c. Drawdown time: i Shall drain dry within 72 hours after the 10 -year design event and 120 hours after the 100 -year design event using the long-term soil infiltration rate. ii Infiltration basins will need to be refreshed and infiltration rate restored when the actual drawdown time exceeds 7-2120 hours. III. Planting requirements: a. Plant basin with native vegetation containing a mixture of species of varying moisture tolerances. See section Appendix F - Planting Guidelines. IV. Post -construction verification a. Submit an as -built grading plan of the infiltration basin after construction to the CK to verify the design storage volume has been provided. b. Perform post -construction testing of actual short-term infiltration rates to ensure the basin functions as designed or corrective action will need to be taken. Refer to Appendix B2 - Pond Flood Test. 76 Click to Return to Index V. Facility volume a. The size of the infiltration facility can be determined by routing methods outlined in Section 8.1.2B.III.a.ii. b. Infiltration facilities shall be sized to fully infiltrate the post - development NRCS Type I 10 -year 24-hour design storm. c. The design water surface for all facilities shall be the post -developed 100 -year 24-hour water surface elevation. d. All overflows (structure or spillway) shall pass the 100 -year 24-hour developed peak flow rate. e. To prevent the onset of anaerobic condition and mosquito breeding, the infiltration facility shall be designed to drain completely the 10 - year 24-hour event within 72 hours and the 100 -year 24-hour event within 120 hours after the design storm event. VI. Location a. If the site has potential for contamination or unstable soil, then these conditions shall be investigated and appropriate mitigating measures taken before designing infiltration facilities in these areas. VII.Underground infiltration facilities a. Materials i Shall be designed to withstand HS -20 loading when installed. b. Acccss i The maximum dcpthA letter from finished grade to invertthe manufacturer shall be 10 feet. ii To facilitate cl aning: A)b. A minimum 3 foot access port shall bc placed at the inletsubmitted stating the design of the facilitysystem meets the recommendations of the manufacturer and as otherwise required for proper maintenance.can be properly maintained. I) Acccss ports shall have a minimum 2 foot sump. B) Flushing ports shall be placed at the end of all pipe runs. C) Acccss and flushing ports shall have solid locking lids and bc r adily accessible by maintenance vehicles. G. Underground detention facilities I. Location: 77 Click to Return to Index Chapter 8 Storm Sewer System a. Shall be located downstream of water quality treatment units. b. Shall be a minimum of 5 feet from any structure or property boundary. c. Shall not be placed under any permanent structures or buildings. II. Sizing a. Pipe segments shall be sufficient in number, diameter, and length to provide the required minimum storage volume for the 100 -year event. III. Materials a. Shall be metal, plastic, or concrete pipe or box. b. Shall be designed to withstand HS -20 loading when installed in roadways or vehicular traffic areas. c. Joints and connections shall be wtwatertight, not soil tight. d. Shall have a minimum diameter of 12 inches for pipe or a minimum dimension of 12 inches for boxes. e. End caps shall be designed for structural stability at maximum hydrostatic loading conditions. IV. Flow control structure a. The facility outlet pipe(s) shall discharge into a manhole structure. b. If an orifice plate is required to control the release rates, the plate shall be hinged to open into the detention pipes to facilitate back flushing of the outlet pipe. c. A high flow bypass shall be included to safely pass the 100 -year storm event in the event of outlet structure blockage or mechanical failure. The bypass shall be located so that downstream structures will not be impacted by emergency discharges. V. Buoyancy a. In soils where seasonal groundwater may induce flotation, buoyancy tendencies must be balanced either by ballasting with concrete backfill, providing concrete anchors, increasing the total weight, or providing subsurface drains to permanently lower the groundwater table. b. Calculations to demonstrate stability must be provided. VI. Access a. The maximum depth from finished grade to invert shall be 10 feet. 78 Click to Return to Index b. To facilitate cl aning: A minimum 3 foot access portletter from the manufacture shall be placed atsubmitted stating the inlet and eutletdesign of the facility and as othcrwisc required for proper maintcnancc. A) Access ports shall have a minimum 2 foot sump. ii Flushing ports shallsystem meets the recommendations of the manufacturer and can be placed at the beginning of all Y.Y.......... Access and flushing ports shall have solid locking lids and be r adily accessible by maintcnancc vehicler,properly maintained. H. Additional requirements for all facilities: I. General to provide sediment storage. Sediment storage volume shall not be included in the design volume. ba.Maintain a minimum of 1 -foot of separation above high groundwater table elevation unless otherwise stated in applicable sections. Eb.All pond bottoms shall be sloped from 0.5% to 1%. Roadside swales are considered flat if the swale bottom slope is 1% or less. When calculating treatment volume, the designer can assume a flat bottom for swale/pond bottom slopes up to 1%. Vic. Drainage facilities shall be located within a drainage parcel. Refer to Section 8.1.9A for specific information. II. Setbacks a. Any detention pond, swale or ditch (measured from the maximum design operating depth) shall be at least 30 feet when located up - gradient or 20 feet when located down -gradient from septic tanks or drain fields. b. Pond overflow structures shall be located a minimum of 10 feet from any structure or property line. The toe of the berm or top of bank shat be a minimum of 5 feet from any structure or property line. c. >_ 50 feet from building foundation to maximum water surface elevation. d. >_ 20 feet from easement or property line to maximum water surface elevation. e. Outside of the floodplain 10 -year High Water Line. f. >_ 200 feet from schools, day cares, nursing homes, or similar facilities III. Drawdown time 79 Click to Return to Index Chapter 8 Storm Sewer System 8.1.5H.III.a N v E 0 a. Shall drain completely within 120 hours after a 100 -year storm event. IV. Side slopes a. Interior side slopes shall not be steeper than 3H:1V. b. An 8 -foot -wide access ramp to the pond bottom is provided with slopes less than 4H:1V when the side slopes of the facility exceed 4H:1V. 13,c. Pond walls may be vertical retaining walls, provided that: i A fence is provided along the top of the wall for walls 2.5 feet or taller. ii An 8 -foot -wide access ramp to the pond bottom is provided, with slopes less than 4H:1V. iii The design is by a professional engineer with structural expertise if the wall is 4 feet or more in height. V. Emergency overflow spillway a. Shall be analyzed as a broad crested trapezoidal weir. b. Shall have the capacity to pass the 100 -year developed peak flow. c. The full width of the spillway shall be armored with riprap and extend downstream to where emergency overflows enter the conveyance system. i The armoring may have 4 inches topsoil and grass cover. d. Riprap shall extend just beyond the point that bank and streambed erosion occurs: i If the facility is located on an embankment, the overflow spillway shall be armored to a minimum of 10 feet beyond the toe of the embankment. ii The overflow path shall be identified on the construction plans and easements shall be provided as necessary. e. Engineers may choose to design the detention pond multi -stage outflow structure with an emergency bypass that can route the 100 -year storm through the structure and out of the pond directly into the conveyance channel. If the emergency bypass and downstream conveyance is adequately sized to convey the 100 -yr storm event, an emergency overflow spillway is not required. VI. Embankments a. The height of an embankment is measured from the top of the berm to the catch point of the native soil at the lowest elevation. 80 Click to Return to Index b. Embankments 4 feet or more in height shall be constructed as recommended by a geotechnical engineer. Depending upon the site, geotechnical recommendations may be necessary for lesser embankment heights. c. Embankments shall be constructed on native consolidated soil, free of loose surface soil materials, fill, roots, and other organic debris or as recommended by the geotechnical engineer. d. Energy dissipation and erosion control shall be provided to stabilize the berm and its overflow. e. The embankment compaction shall produce a dense, low permeability engineered fill that can tolerate post -construction settlements with minimal cracking. The embankment fill shall be placed on a stable subgrade, placed in 6" lifts, and compacted to a minimum of 95% of the Modified Proctor Density (ASTM Procedure D1557). f. Anti -seepage filter -drain diaphragms shall be considered on all outflow pipes and are required on outflow pipes when design water depths are 8 feet or greater. g. In the event of a berm fracture or failure, the berm shall allow the passage of water through the berm without additional erosion or failure of the berm structure. h. Embankments must be constructed by excavating a key. i Key width shall equal 50 percent of the berm base width. ii Key depth shall equal 50 percent of the berm height. iii The berm top width shall be a minimum of 4 feet. VII. Fencing a. General: i Required on: A) Facilities with the first overflow at 4 or more feet above the pond bottom. B) Facilities with retaining walls 2.5 feet high or taller. C) Facilities located at, or adjacent to, schools, nursing homes, da' cares, or similar facilities. ii Fencing is not required for a typical infiltration swale. However, the City Engineer reserves the authority to require a fence along any swale or pond should there be a concern for safety. 81 Click to Return to Index 1 1 Chapter 8 Storm Sewer System iii At the discretion of the City Engineer, if a pond is proposed as an amenity, i.e., enhancements to the disposal facility are proposed, such as rocks, boulders, waterfalls, fountains, creative landscaping or plant materials, the design will be reviewed on a case-by-case basis, such that the fencing requirements may be reduced or waived. iv The City Engineer reserves the authority to waive any and all fencing in commercial areas, as reviewed and accepted on a case- by-case basis. b. Construction: i Shall be at least 4 feet tall unless otherwise specified by the City Engineer. ii Shall provide visual access. iii Shall provide 12 feet wide locked gate(s) with 2 leaves. VIII. Planting a. Exposed earth on the pond bottom and interior side slopes shall be sodded, seeded, or vegetated in a timely manner, taking into account the current season. b. Unless a dryland grass or other drought tolerant plant material is proposed, irrigation shall be provided. c. All remaining areas of the tract or easement shall be sodded, planted with dryland grass, or landscaped. d. Refer to Appendix F - Planting Guidelines. IX. Landscaping a. General: i Landscaping and common use areas shall be integrated with the open drainage features and into the overall stormwater plan. ii Landscaping and other uses shall be subservient to the primary stormwater needs and functions. iii Landscaping shall not conflict with the collection, conveyance, treatment, storage, and/or disposal of stormwater. iv Supplemental landscaping shall be grouped into irregular islands and borders outside of the immediate stormwater facilities and not uniformly dispersed throughout them. v The constructed stomwaterstormwater features should be irregular and curved in shape to look natural. Avoid straight lines and regular shapes where possible. vi Trees and shrubs shall not be planted on pond liners due to potential leakage from f -root penetration. 82 Click to Return to Index I vii Planting is restricted from berms that impound water either permanently or temporarily during storms. viii Trees and shrubs shall not be planted within 10 feet of drainage appurtenances such as outlet control structures, manholes, catch basins, inlets and outlets, spillways, storm drain lines, and underground disposal structures such as drywells or drain -fields. The minimum spacing between the tree or shrub and the drainage structure shall be equal to the crown diameter of the mature plan. ix Trees and shrubs shall not be planted within the treatment, storage, and conveyance zones of swales , ponds, or open channels, unless treatment and storage calculations take into account the mature tree size and allow runoff to reach the drainage facilities. x Self-limiting plants shall be used, not spreading or self -seeding types. xi Full-size forest trees and trees with aggressive root systems should not be used except where space and circumstances allow. Deciduous trees with heavy shade and leaf -fall should also be avoided to allow the survival of the surrounding grass areas and not plug drainage facilities. Evergreens and smaller ornamental trees are normally better suited to urban conditions. xii Shrubs should be upright in form and groundcovers should have neat growth patterns to assist in their maintenance and that of the surrounding grass areas. xiii The plant selection needs to consider the native soil conditions and altered moisture conditions created by the stormwater facilities. The plants need to be adaptable to the changes in site conditions. Plants that are self- sufficient and self-limiting do not require year-round irrigation and require minimal care are encouraged. Guidelines for plantings are listed in Appendix F - Planting Guidelines. X. Special Requirements a. Floodplains i Floodplain requirements are administered by the City Planning Department. Contact the City Flood Plain Administrator (758- 7732) for more information and specific requirements. ii When any property is developed in or around identified Special Flood Hazard Areas, all work must conform to the requirements o the CK Flood Plain Management Ordinance. 1 1 I 83 Click to Return to Index Chapter 8 Storm Sewer System 8.1.5H.X.b b. Wetlands A wetland analysis is required for all new development and redevelopment. A wetland checklist ( Appendix A - Checklist for Identifying Wetlands), is required to be completed and submitted with the drainage report. The Wetland checklist helps to identify if wetland resources may be present and further wetland assessment is required. If you check "yes" for any wetland indicators on the checklist, a Wetland Assessment outlined in the Kalispell Stormwater Quality Management Plan is required. The assessment must be performed by a wetland professional trained and familiar with the current US Army Corps of Engineers Regional Supplements for Wetland Delineations and the most recent Army Corps of Engineers guidance for Jurisdictional Determinations. ii Protection strategies have been developed to protect wetlands from changes to their hydrology, plant diversity, function and water quality. An on-site wetland assessment is required to determine the stormwater management classification for each wetland. Refer to Stormwater Quality Management Plan Chapter 3.4 for the procedure. The Stormwater Quality Management Plan can be obtained from the PWD. iii The protection standards and classifications acknowledge that wetlands demonstrate varying susceptibility to stormwater impacts. The standards for the closest downstream wetland will apply. Unless the wetland discharges into a lake, flow control standards shall apply to discharges leaving the overall site. c. Closed Depressions Closed depressions are natural low areas that hold a fixed volume of surface water. Depending upon soil characteristics, a closed depression may or may not accumulate surface water during wet periods of the year. Some closed depressions may be classified as wetlands. If so, the engineer shall comply with the wetland criteria specified in this section. Analysis of closed depressions shall include the following at a minimum: A) Identification of the location of the closed depression on the pre -developed basin map. B) A routing analysis of the drainage basins contributing to the closed depression to estimate the peak flow rates and volumes entering the closed depression in the pre -developed condition. C) An estimation of the storage capacity of the closed depression for the 100- year storm event. 84 Click to Return to Index D) If the closed depression will be filled in, a facility shall be provided with capacity to store the 100 -year 24-hour volume that was historically intercepted by the closed depression. This is in addition to the drainage facilities required for flow control and treatment due to the increase in stormwater runoff. The construction plans shall include a grading plan of any closed depression areas to be filled in. The grading plan shall show both existing and finish grade contours. The plans shall also specify compaction and fill material requirements. E) Closed depressions have the same flow control requirement as infiltration facilities. d. Regional Detention Ponds i Regional Detention Ponds are located along major stormwater conveyances and natural drainage ways. Most regional facilities serve more than a single development within a given contributing drainage basin. Regional facilities have the potential to lessen flooding in existing drainage problem areas. ii The CK has an adopted Stormwater Facility Plan Update with proposed locations for regional stormwater facilities and mapped natural drainage areas within the study area. The plan provides design data for drainage basins including basin delineations, drainage areas, and existing natural drainage ways. A quantitative analysis provides approximate pond storage volumes, allowable peak discharge flow rates and potential regional pond locations. iii Project owners shall coordinate with the City Staff early in the planning process when the project site is in an area for which natural drainage ways and regional detention ponds are featured in the 2008 Stormwater Facility Plan Update. 7.1.68.1.6 BR -5 Conveyance A. Channels: I. Analysis to be included in Design Report, when applicable: a. Identify all existing and proposed channels b. Calculations: i Provide all assumptions, including: A) Design peak flow rate(s) B) Channel shape C) Slope D) Manning's Coefficient ii For each distinct channel segment, provide: 85 Click to Return to Index L'577111.M01 Chapter 8 Storm Sewer System A) Velocity B) Capacity C) Froude Number D) Channel Protection (if applicable): I) Riprap area, size, thickness, and gradation II) Filter blanket reinforcement area, type, and anchoring • Installation shall conform to manufacturer's recommendations c. Exhibits: Plans and basin maps shall include: A) Centerline B) Direction of flow C) Stationing at angle points D) Froude Number I) At beginning and end of channels with significant grades II) Identify areas with hydraulic jumps III) Propose evenly spaced protective measures to ensure the jump does not erode the conveyance facility d. Design i Requirements A) Designed to convey the 100 -year design storm peak flow rate assuming developed conditions for on-site tributary areas and existing condtionsconditions for off-site tributary areas. B) Minimum Longitudinal Slope: I) 1.0% for asphalt II) 0.5% for concrete, graded earth, or close -cropped grass C) Maximum side slope shall be 3:1. G)D) Location: I) Shall not be within or between residential lots smaller than 1 acre in size. II) Shall be within a drainage parcel. D E) Minimum Depth shall be 1.3 times the flow depth or 1 foot, whichever is greater. €f) Maximum Velocity: 86 Click to Return to Index 7.1.9B.VII.a I) Shall not exceed velocities for "Clear Water" listed in Table 8-3 of Threshold Channel Design' by the NRCS. II) Where only sparse vegetative cover can be established or maintained - 3 fps III) Where vegetative cover is established by seeding - 3 to 4 fps IV) Where dense sod can be developed quickly or where normal flow in the channel can be diverted until a vegetative cover is established - 4 to 5 fps V) On well-established sod of good quality - 5 to 6 fps F}G)Sizing shall utilize Manning's Formula e. Riprap Protection at Outlets If the velocity at a channel or culvert outlet exceeds the maximum permissible velocity for the soil or channel lining, channel protection is required. ii Riprap-lined channels are required to have filter fabric under the riprap. iii Riprap material shall be blocky in shape rather than elongated. The riprap stone shall have sharp, angular, clean edges. iv Riprap stone shall be reasonably well -graded and a minimum size of 6 inches. v See Detail DR.10 Riprap at Outlets for design and construction layout and dimensions. B. Preservation of Natural Drainage Ways (NDW) I. Introduction a. New development shall be designed to protect existing natural drainage features that convey or store water or allow it to infiltrate into the ground in its natural location. Preserving the NDW will help ensure that stormwater runoff can continue to be conveyed and disposed of at its natural location. Preservation will also increase the ability to use the predominant systems in conjunction with regional stormwater facilities. b. Projects located within the CK shall refer to the CK's 2008 Storm Water Facility Plan Update for specific details with regards to the location of NDW. II. Definitions 1 https://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17784.wba 87 Click to Return to Index Chapter 8 Storm Sewer System a. The drainage ways that need to be preserved have been mapped and defined in the CK's 2008 Storm Water Facility Plan Update. Each natural drainage way shall be designed to pass the 100 -year 24-hour storm event as described in the Plan Update. Because every site is unique, the City Engineer shall make interpretations, as necessary, based on site visits and technical information as to the exact location on a project site. The City Engineer may also require the project owner to provide engineering information to assist in this determination. b. The maps denoting these drainage ways are not definitive; a computer program was used to identify the drainage ways. The maps are only one tool that may be used to identify existing natural drainage ways; field verification will typically be required to fully identify the existence of a drainage way and its significance with regard to a natural conveyance system. c. All projects shall be reviewed for the presence of natural drainage ways mapped in the 2008 Stormwater Facility Plan, and a determination will be made as to their significance with regard to preservation of natural conveyance and potential use as part of a regional system. III. Protection a. No cuts or fills shall be allowed in predominant natural drainage ways except for perpendicular driveway or road crossings with engineering plans showing appropriately sized culverts or bridges. Natural drainage ways shall be preserved for stormwater conveyance in their existing location and state, and shall also be considered for use as regional facilities; b. Less prominent drainage ways in a non-residential development and in a residential development containing lots 1 acre or smaller may be realigned within the development provided that the drainage way will enter and exit the site at the pre -developed location and that discharge will occur in the same manner as prior to development; 88 Click to Return to Index c. Realignment of a less prominent drainage way shall be defined as still following the "basic" flow path of the original drainage way. An acceptable example would be if the drainage way is proposed to be realigned such that it will follow a new road within the proposed development, and will be left in its existing state or utilized as part of the project's on-site stormwater system. d. Stormwater leaving the site in the same manner shall be defined as replicating the way the stormwater left the site in its existing condition. If the drainage way is preserved in its existing location and is left undisturbed, this goal should be met; e. If the City Engineer accepts the proposal to allow a less predominant drainage way to be routed through the site via a pipe or approved drainage material, the following additional criteria shall be met: Where the less prominent drainage way enters the site, the design shall ensure that the entire drainage way is "captured" as it enters the I site; i.e., the surrounding property shall not be regraded to "neck-downf' the drainage way so that it fits into a drainage easement or tract or structure intended to capture and reroute the off-site stormwater runoff; ii Where the less prominent drainage way exits the site, the design shall ensure that the stormwater leaves the pipe, pond or structure a significant distance from the edge of the adjacent property so that by the time the stormwater reaches the property boundary, its dispersal shall mimic that of the pre -developed condition; and, iii Since some of the less prominent drainage ways may also be useful for managing regional stormwater, if identified as a significant drainage way, i.e., necessary conveyance for flood control, or being considered as a connection to a planned regional facility or conveyance route, then the drainage way may be subject to the same limitations and criteria as a predominant drainage way. iv The size of the tract or easement containing the drainage way shall be determined based on an analysis of the existing and proposed stormwater flows directed to these drainage systems and any access and maintenance requirements found in this manual; and, v All new development containing lots that are 1 acre or smaller shall be required to set aside the drainage way as open space in a separate parcel. For new development containing lots that are greater than 1 acre, the drainage way may be set aside in either a parcel or an easement. 89 Click to Return to Index C. 1 ;ice 1 Chapter 8 Storm Sewer System Culverts I. Analysis - When applicable provide the following as part of the Drainage Report: a. Design peak flow rate (Qp) b. Velocities at inlet and outlet c. Flow control type d. Design information i Size ii Slope iii Length iv Material v Manning's coefficient e. Headwater depths and water surface elevations at Qp f. Roadway cross-section and roadway profile g. Location and elevation information of culvert inverts h. End Treatment i. Wall thickness II. Requirements a. Shall be sized for peak flow rate with a minimum diameter of 12 inches. b. Water surface for design storm shall not exceed the base coarse elevation of the roadway c. Shall convey the 100 -year peak storm event without damage assuming developed conditions for the on-site basin and existing conditions for the off-site basin. d. Headwater depth shall not exceed: i 2 times the culvert diameter for culverts 18 inches in diameter or less ii 1.5 times the culvert diameter for culverts larger than 18 inches e. Flows shall maintain a minimum velocity of 2.5 feet per second. f. Culvert slopes shall be a minimum of 0.5% and shall remain constant. i If a vertical deflection is required for culvert extensions, a manhole shall be provided at the deflection point to facilitate maintenance. Culvert extensions shall be approved by the CK. ii For grades greater than or equal to 20%, anchors are required unless calculations or the manufacturer's recommendations show that they are not necessary. 90 Click to Return to Index I g. Outfalls shall conform to all federal, state, and local regulations. Erosion control shall be provided at outfalls. See section 8.1.6D.II.g fo more information. h. Minimum pipe cover of 2 feet shall be maintained or as required by manufacturer recommendations, whichever is greater. Cover shall be measured from the top of the pipe to the bottom of the pavement. i. Maximum pipe cover shall be in accordance with manufacturer recommendations. j. End Treatments i Projecting ends shall not be allowed. ii Beveled ends shall not be used on culverts 6 foot in diameter or less. iii Flared ends A) Shall not be allowed within the clear zone B) Shall only be used on circular or arch pipe iv Headwalls A) For culverts 6 to 10 feet in diameter. v Wingwalls and Aprons A) For reinforced concrete box culverts. D. Storm Drain System I. Analysis - When applicable provide the following as part of the Drainage Report: a. Basin map showing on-site and off-site basins contributing runoff to each inlet and includes a plan view of the location of the conveyance system. b. Design information for each pipe run: i Design peak flow rate ii Velocity at design peak flow iii Hydraulic grade line (HGL) at each inlet, angle point, and outlet iv Size v Slope vi Length vii Material viii Manning's coefficient ix Minimum depth from finish grade to pipe invert 91 Click to Return to Index ;ice Chapter 8 Storm Sewer System II. Requirements: a. Pipe Size i Shall be sized to handle the 10 -year 24-hour design peak flow rates with a minimum diameter of 12 inches. ii No segment shall have a diameter smaller than the upstream segment. b. Provide 0.5 feet of freeboard between the HGL in a structure and the top of grate or cover. c. Velocity i Minimum velocity of 2.5 fps under full flow conditions. ii Maximum velocity of 10 fps under full flow conditions. d. Length: i No greater than 400 feet between structures. e. For grades greater than or equal to 20%, anchors are required unless calculations or the manufacturer's recommendations show that they are not necessary. Pipe anchor locations shall be defined on the plans, and a detail provided. f. Location: i No closer than 5 feet to front, side, or rear property lines. ii Shall maintain a 3 foot offset from toe of curb and gutter. iii Shall not be located in the street boulevard. g. Outfalls: i Shall be placed in same alignment (flow direction) and grade as the drainage way. ii Shall conform to the requirements of federal, states, and local regulations. iii Shall incorporate erosion control features. iv Shall be placed on the downstream side of culvert crossings. h. Cover: i Shall meet minimum cover requirements for AASHTO HS -20 loading criteria as recommended by manufacturer. Cover shall be measured from the top of pipe to the bottom of pavement. i. Junctions: i Downstream pipe invert shall be placed 0.1 feet below the upstream pipe invert. ii If pipes of different size are joined at a junction, the pipe crowns shall be placed at the same elevation. Combined sanitary and storm sewer systems are prohibited. j• 92 Click to Return to Index E. Gutters I. Analysis - When applicable, provide the following as part of the Drainage Report: a. Gutter flow spread and non -flooded road width i Evaluate at low points and intersections ii Utilize Equation 4-2 for flow rate and spread from HEC -221. b. Max flow depth i Evaluate at low points and intersections ii Utilize Equation 4-3 for flow depth from HEC -22. II. Requirements: a. Shall be designed to allow for the passage of traffic during the 10 -year` design storm event by providing non -flooded zones. b. Slope: i Minimum longitudinal = 0.5%. c. Non -Flooded Road Width i Shall be in accordance with Table 6. Table 6 - Non -Flooded Road Width Requirements Road Classification Non -Flooded Width Private Road 12 feet Local Street 12 feet Collector (2 Lane) 16 feet Arterials Per City Engineer Other Road Types Per City Engineer d. Flow Depth i Shall not exceed curb height. F. Drainage Inlets: I. Analysis - When applicable, provide the following as part of the Drainage Report a. Inlet Capacity i Provide capacity of each inlet ii Use 35% clogging factor on grates (to approximate debris) A) Apply to open area of grate. 1 https://www.fhwa.dot.gov/engineering/hydraulics/pubs/10009/10009.pdf 93 Click to Return to Index E Chapter 8 Storm Sewer System iii Use HEC -221 for inlet flow calculations b. Bypass flow i Calculate at all inlets ii Less than 0.1 cfs at intersections and project boundary. II. Requirements: a. Spacing i Maximum of 400 feet regardless of flooded width and flow depth ii First inlet within 600 feet of point where gutter flow originates iii Additional inlets as required to maintain non -flooded road width and max depth. iv Pipe runs shall not exceed 400 feet. v Inlets on grade shall have a minimum spacing of 20 feet to enable bypass water to reestablish its flow against the face of the curb. b. Location i Shall be located at intersections to prevent flow from crossing the intersection. ii Shall not be located at an ADA ramp. iii Shall not be located on the curved portion of a curb return. c. Grates i Shall be depressed to ensure satisfactory operation; the maximum depression is 1 inch. ii Non-standard grates with larger openings may be used for additional capacity with approval of the City Engineer. d. Concrete Aprons i Shall be used at all open grate manholes, catch basins, and curb inlets. Aprons shall slope toward the grate as shown in the Standard Details. ii A minimum of a 2 -foot apron shall be used with inlets when no curb and gutter is present. 1 https://www.fhwa.dot.gov/engineering/hydraulics/pubs/10009/10009.pdf 94 Click to Return to Index G. Structures: I. Requirements: a. Shall be placed at all breaks in grade, pipe type changes, diameter changes, and alignment changes. b. Shall have a 24 -inch sump below the lowest pipe invert elevation. c. Catch basin / drainage inlet combinations shall be used in all public and private roads. d. Shall be designed to support HS -20 loadings. 7.1.78.1.7 BR -6 Erosion and Sediment Control A. CK Stormwater Management Permit I. Required when: a. More than 5 cubic yards of material will be disturbed, stored, disposed of, or used as fill. b. An activity will disturb more than 1,000 square feet of area. c. Less than an acre - $10 B. Comply with CK Ordinance 16001 I. Greater than an acre: a. Develop a Stormwater Pollution Prevention Plan - (SWPPP2) b. Review and submit a Notice of Intent (NOI3) c. Provide the NOI, SWPPP, and approval letter to the CK. d. Apply for CK Stormwater Management Permit a minimum of 5 days prior to construction ($45). e. Post a copy of the NOI and SWPPP at the construction site until project completion. f. Implement the SWPPP prior to any land disturbance. g. Inspect and maintain BMPs outlined in MTR1000004. h. At completion, submit a Notice of Termination (NOT5) 1 http://www.kalispell.com/DocumentCenter/View/1025/Ordinance-1600-PDF 2 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/WPBForms/pdf/SWC%20SWPPP%202.1.pdf 3 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/WPBForms/pdf/SWC NOI.pdf 4 http://deq.mt.gov/Portals/112/Water/WPB/MPDES/General%20Permits/MTR100000PER.pdf 5 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/WPBForms/pdf/NOT.pdf 95 Click to Return to Index ;ice Chapter 8 Storm Sewer System II. Less than an acre: a. Complete CK Stormwater Management Plan checklist b. Provide a narrative of how BMPs will be implemented c. Apply for CK Stormwater Management Permit a minimum of 5 days prior to construction ($10). C. Maintenance Responsibility I. The property owner or owner's agent is responsible to ensure BMPs are used, maintained, and repaired to verify compliance with performance standards. II. After all land -disturbing activities are complete and the site has been permanently stabilized, maintenance and the prevention of erosion and sedimentation is the responsibility of the property owner. D. Inspections and Records I. Site Inspections a. Permittee shall perform a site inspection every 14 days and after major storm events to ensure all BMPs are constructed and functioning correctly. b. Inspections shall be documented in written form, kept on the project site, and made available for review by the CK. E. Enforcement I. See Section 9 of CK Ordinance 16001 F. Construction Best Management Practices (BMPs) I. Refer to: a. Erosion and Sediment Control BMP Manual (January 2015) - MDT2 b. Storm Water Management During Construction Field Guide for BMPs - MDEQ3 7.1.88.1.8 BR -7 Operation and Maintenance (O&M) A. Responsibilities: I. Stormwater structures and conveyance within the CK right-of-way shall be maintained by the CK. II. The project owner (property owner) shall provide for the perpetual maintenance of all stormwater elements located outside of the right-of- way. 1 http://www.kalispell.com/DocumentCenter/View/1025/Ordinance-1600-PDF 2 https://www.mdt.mt.gov/publications/docs/manuals/env/bmp-manual-jan15.PDF 3 https://deq.mt.gov/Portals/112/Water/WPB/MPDES/pdfs/montfieldguide,revised4-4-14.pdf 96 Click to Return to Index III. High -frequency maintenance of vegetated cover, turf grass, and other landscaping inside the CK right-of-way and within easements that accommodate CK road runoff is the responsibility of the adjacent property owner, Home Owners Association (HOA), or Property Owners Association (POA). B. HOAs and POAs Requirements I. For privately maintained stormwater systems in residential neighborhoods or commercial areas with multiple lot owners, an HOA orl POA shall be formed to maintain the facilities located outside the CK right-of-way. II. A draft copy of the HOA CC&Rs, or POA Reciprocal Agreement shall be submitted as part of the Drainage Submittal review package. The CC&Rs l or Reciprocal Agreement shall: a. Summarize the maintenance responsibilities b. Summarize the fiscal responsibilities c. Reference the O&M Manual III. HOAs and POAs are to be non-profit. A standard business license is not acceptable for this purpose. 97 Click to Return to Index l Chapter 8 Storm Sewer System C. O&M Manual I. Requirements: a. An O&M Manual is required for all projects meeting the regulatory threshold. II. Minimum Content: a. Description of the entity responsible for the perpetual maintenance of all facilities associated with the stormwater system, including legal means of successorship; b. A list of contact names, phone numbers, and addresses of the entities responsible for the perpetual maintenance of all facilities associated with the stormwater system; c. Description of maintenance tasks to be performed and their frequency; d. An inspection list to be used for the annual inspections (See Appendix H2 - Facility Inspection Checklist); e. A list of the expected design life and replacement schedule of each component of the stormwater system; and f. A general site plan (drawn to scale) showing the overall layout of the site, all the facilities associated with the stormwater system, and their elevations. D. Maintenance Permit & Waiver of Protest for SID I. Requirements: a. The Stormwater Maintenance Permit Application) shall be completed prior to project approval. b. Annual inspections and 5 -yr permit renewals are required. c. A signed copy of the Waiver to Protest the Formation and Participation in a Special Improvement District shall be submitted as part of the Drainage Submittal (see Appendix H3 - Example to Protest SID). d. The agreement shall be recorded in the office of the Clerk and Recorder for Flathead County, Montana. 1 https://www.kalispell.com/545/Stormwater-Maintenance-Permit 98 Click to Return to Index E. Financial Plan I. Requirements: a. The financial plan shall be submitted as part of the Drainage Submittal. b. List all stormwater-related facilities and their expected date of replacement and associated costs; c. Sinking fund calculations which take into consideration the probable' inflation over the life of the infrastructure and estimates the funds that need to be set aside annually; d. A mechanism for initiating and sustaining the sinking fund account demonstrating that perpetual maintenance of all facilities associated with the stormwater system will be sustained. F. Failure to Maintain I. If the required maintenance and repairs are not being performed and inhibit the intended function of the stormwater system, the CK may hire a contractor to perform the required maintenance and bill the HOA, POA, or responsible property owner. II. In the event that the HOA, POA, or responsible property owner fail to perform the required maintenance and repairs to the stormwater facility' and inhibit the intended function of the stormwater system, a stormwater maintenance district program may be formed in accordance with § 7 12 4102 MCA§ 7-12-4102 MCA1 incorporating all the lots within a development. The taxes levied within the maintenance district shall be determined by the PWD with approval by the Kalispell City Council. G. Maintenance Access Requirements I. Private Access a. Required when the stormwater facilities/structures are located 8 feet or more from an all-weather drivable surface. 1 b. Horizontal alignment shall accommodate a Single -Unit Truck.2 c. 12 -foot -wide, all-weather drivable surface: i Concrete; ii Asphalt; iii Gravel; iv Reinforced turf (Grasspave 2 by invisible structures, or approved equal). 1 http://leg.mt.gov/bills/mca/7/12/7 12 1102.htm httns://www.leg.mt.gov/bills/mca/title 0070/chanter 0120/part 0410/section 0020/0070-0120-0410-0020.html 2 AASHTO Geometric Design of Highways and Streets 99 Click to Return to Index 1 :ice Chapter 8 Storm Sewer System II. CK Access a. Recommended for all accesses; but required for CK maintained facilities. b. Provide all items in section I above, and c. Turn around required when: i Road is longer than 150 feet. ii Long, winding, or steep conditions where backing would be difficult. 7.1.98.1.9 Parcels and Easements A. Parcels I. Required for: a. Facilities that serve more than one commercial parcel or ownership. b. Flow control and treatment facilities. c. Facilities associated with a stormwater system serving a residential development located outside of the public right-of-way. d. Drainage ditches located in residential neighborhoods. II. Parcel limits may have to be delineated with a permanent fence when located near property lines or a natural drainage way. B. On -Site Easements I. Shall grant rights for access, maintenance, operation, inspection, and repair to the entity in charge of the maintenance and operation of the stormwater system. II. Shall grant the CK the right for ingress/egress over the easement for inspection, maintenance, or repair. III. Shall be drafted by the project owner for review by the City Engineer and recorded by the project owner. IV. If not in a parcel, stormwater elements outside of the public right-of-way shall be placed in drainage easements. V. For Pipe and Appurtenances: a. Shall be wide enough to allow construction of all improvements, including site disturbances, and access to maintain, repair, or replace the pipe and appurtenances without damage to adjacent structures or incurring costs for shoring or special equipment. i Minimum width of 20 feet. b. Storm drain shall be centered 7 feet from either edge of easement. 100 Click to Return to Index c. Shall not straddle property lines. d. Shall be offset a minimum of 5 feet from sidewalk. e. No storm pipe in a drainage easement shall have its centerline closer than 5 feet to a private rear or side property line. VI. For ditches and natural drainage ways: a. Shall be wide enough to contain the runoff from a 100 -yr 24 -hr storm event for the contributing stormwater basin. b. Shall not straddle property lines. VII.For access roads and turnarounds: a. Shall be a minimum of 20 feet wide. C. Off -Site Easements I. Shall be recorded separately from plat documents, with the clerk and recorder's reception number placed on the face of the plat. II. Shall grant the CK the right for ingress/egress over the easement for inspection, maintenance, or repair. III. The following shall be submitted to the City Engineer for review and approval: a. A legal description of the site stamped and signed by a surveyor; b. An exhibit showing the entire easement limits and easement bearings, stamped and signed by a surveyor; c. Proof of ownership for the affected parcel(s) and a list of signatories; d. A copy of the draft easement. IV. For plats and binding site plans, the off-site drainage facility shall be clearly identified on the plans and operation and maintenance responsibilities shall be clearly defined prior to acceptance of the project. ''.'.8.2. CONSTRUCTION STANDARDS 7.2.18.2.1 General A. Storm systems shall constructed in accordance with the current edition of the Standards (this document), the current edition of the MPWSS1, as modified by the CK Special Provision2 for Storm Drain Systems and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Approved equal items are listed here3 after careful review. Items may be submitted to CK PWD staff for consideration. 1 https://montanacontractorsmtassoc.wliinc24.com/extemal/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemID=1 2 http://www.kalispell.com/DocumentCenter/View/482/Special-Provision-02720-PDF 3 https://www.kalispell.com/255/Supplemental-Engineering-Drawings-Docume 101 Click to Return to Index v E Chapter 8 Storm Sewer System 7.2.28.2.2 Offsets A. Storm mains and appurtenances shall maintain horizontal and vertical offsets as required in MDEQ Circular 21. B. All underground electrical, gas, phone, fiber, and cable lines must be installed at least 3 feet horizontally and 1 -foot vertically from sewer mains and services. 7.2.38.2.3 Culverts and Storm Main A. Corrugated Metal Pipe (CMP) I. Shall be rubber gasketed and securely banded B. Polyvinyl Chloride (PVC) I. Pipe shall be installed following procedures outlined in ASTM D2321 II. Joints shall conform to ASTM D3212, and gasket shall conform to ASTM F477 III. Pipe must be a minimum of SDR 35 or a constant stiffness thermoplastic pipe and meet the requirements of ASTM D3034 or ASTM F949, respectively. C. Ductile Iron (DI) I. Joints shall be flanged, bell and spigot, or restrained mechanical joint. D. Reinforced Concrete Pipe (RCP) I. Joints shall be rubber gasketed. E. High Density Polyethylene (HDPE) I. Pipes shall have a smooth interior and annular exterior corrugations II. Joints shall be watertight according to ASTM D3212. Gaskets shall meet ASTM F477 III. Corrugated couplings shall be split collar, engaging at least 2 full corrugations. IV. ADS N-12 smooth interior or approved equal. F. High Density Polypropylene (HDPP) I. Pipes shall have a smooth interior and annular exterior corrugations meeting ASTM F2736 (12-30") or ASTM F2881 (36" - 60"), and AASHTO MP -21. II. Joints shall include a gasketed integral bell and spigot joint meeting the requirements of ASTM F2736 or ASTM F2881, for the respective diameters. 1 http://deq.mt.gov/Portals/112/Water/WQlnfo/Documents/Circulars/Circulars/2018DEQ-2.pdf 102 Click to Return to Index III. Corrugated couplings shall be split collar, engaging at least 2 full corrugations. 7.2.48.2.4 Structures A. Shall be as shown in Standard Details. B. Open grates shall only be used in paved areas. 7.2.58.2.5 Pipe Bedding A. Shall be placed in accordance with CK detail G.1. B. Shall be haunched under pipe with shovel. C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as defined in ASTM D 2321 with a max particle size of 3/4 -inch and meeting the migration requirements of the same standard (Section X.1.8). 103 Click to Return to Index 1 1 1 1 Chapter 9 Chapter 9 Transportation System Ch8Chapter 9 Transportation System X9.1. DESIGN STANDARDS 8.1.19.1.1 General A. Roadway systems, including private roadways, shall be designed in accordance with the current edition of the Standards (this document), the current Manual on Uniform Traffic Control Devicesl, the current Kalispell Ar a Transportation Plane, andKalispell Move 2040 Transportation Plana, the CK Subdivision Regulations4:, and AASHTO "Green Book"5 Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. All roads within a proposed subdivision shall be designed by a professional engineer and approved by the City Engineer. &C. All pedestrian facilities shall be ADA and/or PROWAG compliant. 829.1.2 Traffic Impact Study (TIS) A. Required for developments contributing 300 or more vehicle trips per day (AADT) to the CK street system per the City Engineer's analysis of the ITE Trip Generation Manual. TIS requirements increase with increasing trips contributing from the proposed development. A breakdown of TIS complexity can be seen in Table 7 - Traffic Impact Study (TIS) Categories and Requirements. B. Shall be prepared and stamped by a professional engineer with a Professional Traffic Operation Engineer (PTOE) certification. C. The development shall maintain or improve the existing LOS of the affected roadways. 1 https://mutcd.thwa.dot.gov/pdfs/2009r1r2/mutcd2009r1r2edition.pdf 2 https://www.mdt.mt.gov/publications/docs/brochures/kalispell tranplan.pdf 3 https://kalispell.com/DocumentCenter/View/467/Transportation-Plan-PDF 4 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 5 AASHTO —A Policy on Geometric Design of Highways and Streets 104 Click to Return to Index Table 7 - Traffic Impact Study (TIS) Categories and Requirements TIS CATEGORY TRIP GENERATION HORIZON YEAR(S) STUDY AREA THRESHOLD [1] Ll 0 Developments that Opening year Iii. 1. Site access drives. are estimated to 2. All major [4] signalized and unsignalized generate less than intersections within % roadway miles. 50 trips during the highest peak hour. 1 Developments that Opening year and 1. Site access drives. are estimated to 5 years into the 2. All major signalized and unsignalized generate greater future. intersections within % roadway miles and all than 50 but less major driveways within 500 feet. than 250 vehicle 3. All roadway segments within % roadway miles trips during the of the project Site boundary highest peak hour. 2 Developments that Opening year plus 1. Site access drives. are estimated to 5 and 10 years 2. All major signalized and unsignalized generate greater into the future intersections and all major driveways within than 250 but less (phasing of the roadway miles of the project boundary. than 500 vehicle 3. All roadway segments within % roadway miles development trips during the must also be of the project site boundary. highest peak hour. considered). 3 Developments that Opening year plus 1. Site access drives. are estimated to 5, 10, 15 years 2. All major signalized and unsignalized generate greater into the future intersections and all major driveways within 1 than 500 but less (phasing of the roadway mile of the project boundary. than 750 vehicle development 3. All roadway segments within 1 roadway mile trips during the must also be of the project site boundary. highest peak hour. considered). 4 Regional Opening year plus 1. Site access drives. development 5, 10, 15, and 20 2. All major signalized and unsignalized generating 750 or years into the intersections and all major driveways within an greater vehicle future or as impact area defined during a scoping meeting. specified in the trips during the 3. All roadway segments within an impact area highest peak hour. phasing schedule. defined during a scoping meeting. I11The tri. :eneration used for determinin_ the TIS cate_or shall not be reduced for internal or .ass- b tri.s unless approved by the City Engineer. For developments with peaks different than the typical adjacent street peak such as churches, schools, shift work, sports complex, movie theater, etc., the peak hour of generation shall be calculated. [2] The traffic impact analysis shall consider the phasing of the development and make infrastructure improvement recommendations so existing level of services (LOS) is maintained or improved with each phase of the development. I3] Opening Year is either the year of full build out (smaller developments) of the development or completion of Phase 1 (larger, phased developments). [4] Major intersections include intersections where one of the roadways is a functional class greater than local and all legs have >800 vehicle trips per day. 105 Click to Return to Index 9.1.2D Chapter 9 Transportation System O ro D. Complete in accordance with MDT requirements and nationally accepted standards. The Study shall contain the minimum content: E. Contents: I. Thc study's purposc and goals. II. A description of the site and study arca. III. Existing traffic conditions: a. Roadway geometries b. LOS of ach intersection c. Traffic counts d. Crash analysis c. Road capacity analysis- V. nalysis V. Analysis and discussion of trip generation, distribution, and modal splits. VI. The traffic assignment resulting from the proposed dcvclopmcnt. VII. Thc projection and assignment of futurc traffic volumes. VIII. Identify all negative impacts as : .. including LOS impacts. nationally accepted standards and resources. related transportation facilities and infrastructure which arc directly attributable to the dcvclopmcnt. XI. Account for othcr forms of transportation, including bicycle and pedestrian. F. Study limits shall be determined by City Enginccr. I. Introduction and Executive Summary: Briefly describes the development and provides a summary of its potential traffic impacts. This chapter should identify the purpose of the report and highlight who conducted the analysis and why. There should also be a discussion of the study objectives to provide context for review of the report. The chapter should provide a short synopsis of the important findings and conclusions. The executive summary should be understandable as a stand-alone document. 106 Click to Return to Index 107 Click to Return to Index a. Purpose of Report and Study Objectives b. Executive Summary c. Chapter 1 Exhibits Proposed Development: Provides the narratives and exhibits necessary so the reviewer has a complete description of the proposed development Descriptions should explain the time frame and stages/phases for the development, location of the site, planned land use, and intensity of the development. If the development will not take place all at one time, the site plan should illustrate the development -staging plan to highlight the location where each phase of the development will occur in relationship to the full project buildout. a. On -Site Development i Development Descriptions and Site Locations ii Land Use and Intensity iii Site Plan iv Development Phasing and Timing b. Study Area c. Off -Site Land Use and Development d. Site Accessibility e. Chapter 2 Exhibits 107 Click to Return to Index 9.1.2D.I I I Chapter 9 Transportation System III. Analysis of Existing Conditions: Presents the analysis of existing conditions for the study area which serves as the base against which to measure the incremental traffic impacts of the proposed development. Specifically, this chapter should address the physical characteristics of the existing transportation system and any planned improvements, existing traffic volumes in the study area. level of service analysis, and documentation of all data used to complete the analyses. a. Physical Characteristics b. Traffic Volumes c. Capacity/Level of Service Analysis d. Sources of Data e. Chapter 3 Exhibits IV. Projected Traffic: Presents an analysis of future traffic volumes in the study area which should consist of background traffic, development traffic. and the additional off-site development traffic. Traffic volumes should be forecast for all horizon years. Because the quality of the traffic analysis depends upon the accuracy of the traffic projections, the preparer shall document all assumptions and methodologies used in the preparation of future traffic volumes so that the reviewer can assess the analysis for reasonableness and completeness. a. Background Traffic Forecasting b. On -Site and Off -Site Development Traffic Forecasting i Trip Generation ii Mode Split iii Determination of Pass -By and Linked -Trip Traffic iv Trip Distribution v Trip Assignment c. Build and Total Traffic d. Chapter 4 Exhibits 108 Click to Return to Index 84-✓. 9.1.3 Intersections A. Design in accordance with the current version of AASHTO A Policy on Geometric Design of Highways and Streets (AKA AASHTO Green Book). B. Streets shall intersect at 90° angles, if topography permits, but in no case shall the angle of the intersection be less than 75° for a minimum distance of 60 feet as measured along the centerline, from the right-of-way line at the intersecting street. C. No more than two streets may intersect at one point. D. Two streets meeting a third street from opposite sides shall meet at the same point, or their centerlines shall be offset at least 125 feet for local roads and 300 feet for collectors. E. Intersections of local streets with arterials shall be kept to a minimum. F. Maximum straight tangent grade of approach to any intersection shall not exceed 2% for a distancc of 60 feet as m asuromeasured from edge of transverse pavement to provide for adequate starting, stopping, and stackin distances. G. The minimum back of curb radii at street intersections shall meet requirements shown in the standard drawings for street classification. 109 Click to Return to Index V. Traffic and Improvements Analysis: Given the total projected traffic for each horizon year. Chapter 5 presents an analysis of the future traffic conditions identifies needs and analyzes alternative improvements for the study area. a. Proposed Site Access b. Future Capacity/Level of Service Analysis c. Queuing Analysis d. Multimodal Considerations e. Speed Considerations/Sight Distance f. Traffic Control Needs a. Traffic Signal Warrant Analysis h. Chapter 5 Exhibits VI. Conclusions and Recommendations: Provides a discussion of conclusions regarding the analysis of existing and future conditions. Based on the conclusions of the analysis. this chapter presents recommendations to mitigate identified operational and safety-related deficiencies. a. Conclusions b. Recommendations c. Chapter 6 Exhibits 84-✓. 9.1.3 Intersections A. Design in accordance with the current version of AASHTO A Policy on Geometric Design of Highways and Streets (AKA AASHTO Green Book). B. Streets shall intersect at 90° angles, if topography permits, but in no case shall the angle of the intersection be less than 75° for a minimum distance of 60 feet as measured along the centerline, from the right-of-way line at the intersecting street. C. No more than two streets may intersect at one point. D. Two streets meeting a third street from opposite sides shall meet at the same point, or their centerlines shall be offset at least 125 feet for local roads and 300 feet for collectors. E. Intersections of local streets with arterials shall be kept to a minimum. F. Maximum straight tangent grade of approach to any intersection shall not exceed 2% for a distancc of 60 feet as m asuromeasured from edge of transverse pavement to provide for adequate starting, stopping, and stackin distances. G. The minimum back of curb radii at street intersections shall meet requirements shown in the standard drawings for street classification. 109 Click to Return to Index 9.1.3H Chapter 9 Transportation System 0 a H. ADA ramps shall be provided on all legs of T -intersections and shall not be in approaches. 9.1.4 Traffic Calming A. Traffic calming devices should only be considered for installation when a known issue with speeding has been identified by CK PWD and has been supported by engineering traffic review. B. Traffic calming devices may not be installed in new developments. Transportation facilities in new developments should be appropriately designed to accommodate minimum design speeds. 8.1.49.1.5 Dead-end Streets A. Dead-end streets shall meet the requirements of Section 28.3.14 of the Subdivision Regulations'. B. Cul-de-sacs shall include a minimum 6 -foot boulevard and 5 -foot sidewalk. C. Temporary dead-end streets shall be approved by the Fire Chief and City Engineer. 84,S9.1.6 Sight Distance A. Shall be determined by design speed as required by the AASHTO Green Book. B. A minimum of 200 -feet is required for all horizontal and vertical curves. 84,69.1.7 Collector and Arterial Streets A. Location shall comply with the Kalispell Growth Policy2, the current Area Transportation Plana, or any other major street and highway plan as adopted by the CK. B. The development of frontage roads or shared accesses serving new developments shall be used along collectors and arterials rather than the use of individual driveways or approaches. 9.1.8 Street Minimum Requirements: A. Design all streets geometries in accordance with Table 78. B. All streets shall be in substantial compliance with the most recent Transportation Plano. C. Other design elements identified in the Transportation Plan shall be added into design in addition to the minimum criteria described above, such as bike lanes. shared use paths. or on -street bike paths. 1 http://kalispell.com/DocumentCenter/View/503/Kalispell-Subdivision-Regulations-PDF 2 http://www.kalispell.com/DocumentCenter/View/465/Kalispell-Growth-Policy-Plan-It-2035-PDF 3 https://www.mdt.mt.gov/publications/docs/brochures/kalispell tranplan.pdf 4 https://www.kalispell.com/DocumentCenter/View/467/Transportation-Plan-PDF 110 Click to Return to Index Table 8 - Road Design Standards for Streets DESIGN STANDARDS MINOR MAJOR MINOR LOCAL ARTERIAL COLLECTOR COLLECTOR Minimum Right -of -Way 80 ft 80 ft 60 ft. 60 ft Minimum Pavement Width As approved by City Enginccr38 ft 48 ft 34 ft: 28 ft 1111 Maximum Grade 8% 8% 8% 8% Design Speed (DS) As approved by City Engineer 35 mph 25 mph 25 mph Minimum Horizontal Curve Length Based on DS 510 ft 198 ft 198 ft Crest minimum k -value Based on Design Speed (DS4 Based on DS Based on DS 12 Sag minimum k -value Based on DS Based on DS Based on DS 26 Crest Vertical Curve Length Based on DS Based on DS Based on DS 75 ft (mir ) Sag Vertical Curve Length Based on DS Based on DS Based on DS 75 ft (mir) 111111 Cul-de-sac turnaround: a. Minimum back of curb radius 47 ft b. Minimum right-of-way radius 58 ft c. Maximum lengths�1 600 ftk 84-J9.1.9 Traffic Control Signs. Street Name Signs and Street Names. A. General I. The developer shall provide and install necessary Traffic Control Signs in accordance with the MUTCD. II. Road Name Signs shall be installed at each intersection. III. New roads shall be assigned a road name when roads exceed 300 feet in length, or serve 3 or more properties. Alleys shall not be considered road for consideration of road names. IV. All proposed road names shall be submitted to the PWD for approval prior to preliminary plat submittal. 1 Measured from the centerline of the intersection to the center point of the cul-de-sac. 111 Click to Return to Index Inserted CeIIs Inserted CeIIs Inserted CeIIs Inserted CeIIs Inserted CeIIs 9.1.9A.V Chapter 9 Transportation System 0 V. A road naming assignment by the City to any road shall not constitute or imply jurisdiction, ownership, right of use, guarantee of access, or acceptance into the City road maintenance program. Private roads shall be designated by a PVT suffix to the road name: with white letters on a blue background. 112 Click to Return to Index B. Road Geometric Guidelines I. A road shall be essentially continuous, without gaps. II. If a road has a branch or branches, separate names shall be used for the minor branch(es). III. Each road shall have the same name throughout its entire length, except that a road name may change when, and only when, there is a substantial intersection or at municipal boundaries. C. Road Name Guidelines I. A proposed new road name which duplicates an existing or reserved roar name (singular or plural form) in the City of Kalispell or Flathead County shall not be approved. II. Road names are limited to three words not including the road name suffix. III. A road name shall not exceed more than 20 characters including spaces and the road name suffix abbreviation. IV. A new road name shall not include numeric numbers, dashes, apostrophes, or other non -alphabetic characters. V. Because North, South, East and West are directional features of the addressing system and lead to confusing addresses if included as part of the name, cardinal directions shall not be part of any road name (e.g, Westview Road or Southpoint Dr. shall not be acceptable as new road names). VI. Articles (the, a, an) shall not be used to begin road names. VII.Road names cannot contain initials, abbreviations, or single- letters. VIII. No road name shall be approved which begins with a word that appears as the first word in five or more official road names within Flathead County. IX. Road names shall not include obscene, racial, or derogatory terms. X. The primary name portion of a road shall not be abbreviated (e.g:1 Mount Charles Dr. not Mt. Charles Dr.) XI. Where a proposed road is a continuation of, or in alignment with, an approved road, it shall utilize the same road name as the approved road. A new road name shall be required if the proposed road is disconnected from the centerline of the existing road by n offset greater than 60 feet. XII. Road names should be consistent and singular for any particular road. The road name adopted by the City of Kalispell for roads within its jurisdiction shall be the officially recognized road name. XIII. The use of road name suffixes shall be consistent with the Flathead County Road Naming and Site Addressing Resolution. 113 Click to Return to Index 9.1. LO Chapter 9 Transportation System 0_ 84,89.1.10 Sidewalks: A. All developments shall have sidewalks which will allow pedestrians to safely travel from any part of the development to the boundaries of the development. B. Developments abutting existing or proposed roadways will be required to have sidewalks within the public right-of-way and parallel to the roadways. C. The minimum width of a sidewalk shall be 5 feet in City right-of-way and 8 feet in state right-of-way. D. Sidewalks are required on both sides of the street in all subdivisions. E. Sidewalks shall be separated from the street by a 6 -foot =wide boulevard for collectors or 9 -foot -wide boulevard for local streets. 84,99.1.11 Boulevard/Open Space: A. Boulevard/open space shall be landscaped in accordance with the CK Street Tree Ordinance) with a plan approved by the Kalispell Parks and Recreation Department (758-7718). $1,109.1.12 Multiple Use Paths: A. Non -motorized use paths shall be designed with a 20 -=mph design speed and in accordance with the most recent version of AASHTO's "Guide for the Development of Bicycle Facilities" and "Guide for the Planning, Design and Operation of Pedestrian Facilities". B. Paths shall be a minimum of 10 feet wide. C. In limited instances, the PWD Director may require the path to be built to accommodate HS -20 loading if the path serves as an emergency or maintenance access route. D. No catch basins, valve boxes, curb boxes, or other utility appurtenances shall be located within the travel route of a path. E. Path signage shall conform to the most current MUTCD. F. In subdivisions, required paths shall be located within common areas owned and maintained by the property owners' association. G. The surfacing section required on paths shall be: I. 3 inches of asphalt on 8 inches of 3/4 inch minus crushed rock base compacted to 95% max dry density; or II. 4 inches of concrete on 6 inches of 3/4 inch minus crushed base compacted to 95% max dry density. H. Landings and ramps shall be constructed of concrete meeting sidewalk standards. 1 https://time.ci.kalispell.mt.us/WebLink/DocView.aspx?id=15213&dbid=0&repo=Kalispell 114 Click to Return to Index 8., .1 9.1.13 On -Street Parking: A. At intersections: I. Shall be outside of the clear sight triangle as detailed in Standard Details. II. The City Engineer reserves the right to increase clear sight triangles based on site specific conditions. B. Along streets: I. Shall not be permitted on: a. Arterials b. Collectors less than 34 feet in width as measured from edge of asphalt to edge of asphalt. c. Local streets less than 28 feet in width as measured from edge of asphalt to edge of asphalt. d. Any street with a rural road section. e. Streets not meeting sight distance per Section 8.1.5. C. Road classifications shall be defined as Principal Arterial, Minor Arterial, Collector Street, and Local Street as determined by the following: I. The most recent Transportation Plan as adopted by City Council of the City of Kalispell; and II. Transportation Impact Studies completed by a PTOE licensed in the State of Montana, reviewed and approved by the City Engineer; and III. Transportation analyses performed by Public Works Professional Engineering Staff, reviewed, and approved by the City Engineer. D. On -street parking analyses shall be performed by Public Works Professional Engineering staff or a PTOE licensed in the State of Montana, and shall be approved by the City Engineer. Parking restrictions considered in an on - street parking analysis may include: I. No parking any time; II. No parking during specified times; and/or III. No parking on one side of the street. 115 Click to Return to Index 1 9.1.13E Chapter 9 Transportation System I= E. On -street parking minimum standards shall be based on street classification, road width, and geometry as hereby described: I. Principal Arterials: a. For streets outside of the jurisdiction of the City of Kalispell, on -street parking shall be allowed as determined by the appropriate jurisdiction; and b. For City of Kalispell streets, on -street parking standards shall be the same as Minor Arterials. II. Minor Arterials and Major Collectors: a. On -street parking shall not be allowed unless an on -street parking analysis is completed, recommended by the City Engineer, and approved by the Police Chief, Fire Chief, Public Works Director, and City Manager. III. Minor Collector Streets: a. On -street parking shall not be approved on collector streets with any of the following findings: i Cross section: A) Is a rural street (no curbing); or B) A face of curb to face of curb width less than thirty-thrccfour feet; or ii Geometry: A) Sight distances below those required by the current version of the City of Kalispell Design and Construction Standards. b. On -street parking may be approved on one side of the street when an on -street parking analysis determines the findings of part a above are not met, and: i Cross section: A) The face of curb to face of curb width is less than forty-two feet; and B) Parking would not encroach into a travel lane. c. On -street parking may be approved on both sides of the street when an on -street parking analysis determines the findings of parts a and b above are not met, and: i Cross section: A) a. The face of curb to face of curb width is greater than or equal to forty-two feet. 116 Click to Return to Index to F. Local Streets: I. On -street parking shall not be approved on local streets with any of the following findings: a. Cross section: i The pavement width is less than twenty-four feet; or b. Geometry: i Sight distances below those required by the current version of thel City of Kalispell Design and Construction Standards. II. On -street parking may be approved on one side of the street when an on - street parking analysis determines the findings of part I above are not met, and: a. Cross section: i The pavement width is less than twenty-eight feet. III. On -street parking may be approved on both sides of the street when an on -street parking analysis determines the findings of parts I and II above are not met, and: a. Cross section: i The pavement width is greater than or equal to twenty-eight feet. G. Intersections: I. On -street parking shall not be approved: a. Within the eighty -foot clear vision triangle for speeds at or below 25 miles per hour unless otherwise indicated by an engineering analysis approved by the City Engineer; or b. Within the clear sight triangle for speeds above 25 miles per hour as defined by the most current version of AASHTO - A Policy on the Geometric Design of Highways and Streets, unless otherwise indicategl by an engineering analysis approved by the City Engineer. II 8.1.129.1.14 Driveways: A. The n arcst edge of any driveway shall be not less than 35 fret from the cdg of the pavement to the nearest intersecting strect.Access and spacing shall comply with Table 9 - Access Spacing Guidelines. B. All new driveway locations and modifications to existing driveways shall be reviewed and approved by the PWD (per the Application for Driveway Construction) prior to beginning construction. C. All driveways shall be constructed per standard drawings ST.11 to ST.15. 117 Click to Return to Index 9.1.:14D Chapter 9 Transportation System 0 a D. Maximum driveway widths shall be as follows: I. Single family residential: ha. For lots with less than 80 feet of street frontage: 20 -feet b. For lots with more than 80 feet of street frontage: i 25% of total frontage, not to exceed 32 feet II. Duplex and multi -family residential: ll a. For lots with less than 96 feet of street frontage: 24 -feet b. For lots with more than 96 feet of street frontage: i 25% of total frontage, not to exceed 32 feet III. Commercial: a. For lots with less than 160 feet of street frontage: 40 -feet b. For lots with more than 160 feet of street frontage: i 25% of total frontage, not to exceed 2 approaches with maximum combined width of 60 feet. Table 9 - Access Spacing Guidelines Access Type Principal Minor Major Minor Local Road Arterial Arterial Collector Collector Residential Driveway No direct No direct No direct No direct As approved by PWD Access Access Access Access Commercial Driveway No direct No direct 660' 660' 100' Access Access Non -Continuous' Local No direct 660' 660' 660' 150' Road Access Continuous Local No direct 1,320' 660' 660' 150' Roads Access Collector Streets 2,640' 1,320' 660' 660' 660' Minor Arterials 5,280' 2,640' 1,320' 1,320' 1,320' Minimum Spacing N/A N/A 330' 330' 100' for commercial Between Intersection driveways; 35' for and Nearest Driveway residential driveways 1 -Ib 89.1.15 Placement of Utilities: A. See Section 4.1.2. 1 "Non -continuous" roads refer to cul-de-sacs or short length streets, typically less than one-half mile in length which do not cross the roadway providing access (three-legged intersections). 118 Click to Return to Index B. All applicable laws, rules and regulations of appropriate regulatory authority{ having jurisdiction over utilities shall be observed. 8,1,119.1.16 Street Lighting A. General: I. All new streets and subdivisions shall adhere to these standards. a. All street lighting shall be designed to Flathead Electric Cooperative's (FEC) standards (See Table 8), unless the light assemblies are owned and maintained by an entity other than the City of Kalispell, (See Table 9). II. All light fixtures shall be full cut off as defined by the Illuminating Engineering Society of North America (IES). III. All lighting layouts must be approved by the PWD. IV. Light fixtures are required at all intersections, mailbox groups, and pedestrian bus stop locations. B. Lighting: I. Intersections: a. All streets shall have lighting on at least one corner of the intersection. If the street is four or more total lanes, two lights are required at diagonally opposite corners, or sufficient fixtures to provide minimum foot candle levels. II. Pedestrian Gathering Areas: a. At all mailbox groups, bus stops, and pedestrian pathway intersections with streets, a light fixture is required to indicate the location of this area. 119 Click to Return to Index 9.1.168.111 Chapter 9 Transportation System O ro III. Streets a. Street lights shall be in accordance with the following tables and text. Table Q FEC's Standards Classification Fixture Typc nd pole Wattage SP6 Local Commercial -4i FEC's standard full cut off LED cobra hcvd w/Typc 11 distribution for 60 foot right of ways or Typc 111 distribution for larger right of ways on a 30 foot pole, mounted to FEC Standard concrctc pole bases. LED 200 ft Local Residential FEC's standard full cut off LED cobra h ad w/Type 11 distribution for 60 foot right of ways or Typc 111 distribution for larger right of ways on a 30 foot pole, mounted to FEC Standard concrctc polc bases. 4QW LED 250 ft b. Light placement can vary from table spacing by a maximum of 15% with approval from the PWD. c. All streets shall be illuminated from both sides of the street. i When streets contain less than four total lanes, lights on one side shall be offset from the other side by the spacing criteria. ii When streets have four or more total lanes, lights on one side shall be offset from the other side by half the spacing criteria. 120 Click to Return to Index 1 d. If the road has sharp bends, lighting design must meet the average illuminance and illuminance uniformity criteria established in Table 411. Table 10 - FEC's Standards . • Classification Average I1-1uminame44�t ""` eandles)Fixture Type IIu. ,, in,m..ancc Ave/Min 11244e 44 Meaclenap Uniformitylsl (foot candles) Wattage/type & Type Spac ng AveMin and pole Minor 9'6 g Arterials; / 4 20 30FEC's standard full cut-off LED cobra LED 200 ft Major Collectors; head w/Type 11 distribution on a 30 -foot pole,gOW-/$0 Minor mounted to FEC Standard concrete pole Collectors; and bases. Local Streets in Commercial Areas[31 Local Streets 1),-3 b } 15 30FEC's standard full cut-off LED cobra IOW /40 LED 250 ft head w/Type II distribution for on a 30 -foot In Residential Areas pole, mounted to FEC Standard concrete pole bases. Table 11- Owner Metered/Maintained Classification Average Illuminance ] Illuminance Pole Height Max lamp Uniformitylsl (foot candles) (ft) Wattage/type AveMin 1 Value to be m asured on the sidewalk. 2 Value to be measured on the sidewalk. 3 Commercial as designated by the City of Kalispell. 4 Value to be measured on the sidewalk. 5 Value to be measured on the sidewalk. 121 Click to Return to Index Deleted Cells Deleted Cells Inserted Cells Deleted Cells Deleted Cells 0 Chapter 9 Transportation System 0 Q Minor Arterials; Major Collectors; Minor Collectors; and Local Streets in Commercial Areas 0.6 6/1 20-30 80 / LED Local Streets In Residential Areas 0.3 6/1 15-30 40 / LED a:e. For street lighting applications that do not conform to FEC's LED cobra head style standards, i.e., developer owned decorative fixtures in a subdivision; a sidewalk photometric plan must be submitted with light placement that meets the criteria shown in Table X11. f.Exceptions allowed if approved by the PWD. C. Submittals: I. Street lighting plans shall be submitted to the PWD for approval at the same time as the street plans. II. For all designs, submit design layout for placement of light fixtures. a. For designs following the criteria established in Table 911, provide the following for approval: b. Photometric plan with iso -illuminance lines indicating appropriate foot-candle levels. c. On photometric plans, provide a table indicating average foot candles, ave/min ratios, and max to min ratios for roadways, sidewalks, and pedestrian intersections. 8.1.159.1.17 Traffic Calming Devices A. Shall be recommended by a traffic study completed by a PTOE. B. Shall not conflict with any operation and maintenance activities. 8.1.169.1.18 Mailbox Cluster A. Pullout area shall be concrete. B. Shall be ADA accessible. 122 Click to Return to Index X9.2. CONSTRUCTION STANDARDS 89.2.1 General A. Roadway systems, including private roadways, shall be constructed in accordance with the current edition of the Standards (this document), the MPWSS1 and other standards referenced elsewhere in this document. Any conflicts or differences in these documents shall be resolved in favor of the Standards. B. Upon completion of roadway construction, a professional engineer shall certify the construction meets the requirements of the Standards. 8.2.29.2.2 Materials: A. Asphalt: I. All new roads or reconstructed roads shall be paved with a minimum of 4" of Type B (PG 58-28) asphalt binder and shall be accomplished in accordance with current MPWSS. B. Street Sub base: I. The sub base for streets shall be crushed stone in accordance with MPWSS Section 02234 and may include up to 3" minus material with at least one fractured face. Larger material may be approved on a case-by- case basis, with at least one fractured face. C. Crushed base: I. The crushed base for streets shall be 3/4" minus crushed stone in accordance with MPWSS Section 02235 and shall meet all requirements of said section. 1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComItemDetailsPaae.aspx?Itetr ID=1 123 Click to Return to Index 0 0 Glossary of Acronyms and Terms Glossary of Acronyms and Terms TERM AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute DEFINITION APWA American Public Works Association ARC Antecedent Runoff Condition ASTM American Society for Testing and Materials BMP Best Management Practice BMP Design Manual Montana Post -Construction Storm Water BMP Design Guidance Manual CC&R Conditions, Covenants, and Restrictions cfs Cubic Feet per Second CI Cast Iron CMP Corrugated Metal Pipe CN Curve Number CK City of Kalispell DEQ Department of Environmental Quality Development Conversion of previously undeveloped or permeable surfaces to impervious surfaces and managed landscape areas. Occurs on vacant land or through expansion of partially developed sites. DIP Ductile Iron Pipe ESC Erosion and Sediment Control FEC Flathead Electric Cooperative FEMA Federal Emergency Management Agency FHWA Federal Highway Administration FIRM Flood Insurance Rate Map fps feet per second FS Factor of Safety GW Grate Width GSC Geotechnical Site Characterization HDPE High Density Polyethylene HDPP High Density Polypropylene HGL Hydraulic Grade Line 124 Click to Return to Index TERM DEFINITION HOA Homeowner's Association IBC International Building Code IDF Intensity Duration Frequency ITE Institute of Transportation Engineers LED Light Emitting Diode LOS Level of Service MDEQ Montana Department of Environmental Quality MDT Montana Department of Transportation MFE Municipal Facilities Exclusion MJ Mechanical Joint MPWSS Montana Public Works Standard Specifications Natural Drainage Way A channel with a defined channel bed and banks that are part of the natural topography NAVD 88 North American Vertical Datum 1988 NDW Natural Drainage Way NOAA National Oceanic and Atmospheric Administration NPDES National Pollution Discharge Elimination System NRCS Natural Resources Conservation Service O&M Operation and Maintenance OSHA Occupational Safety and Health Administration POA Property Owner's Association Pollutant Generating Any surface where pollutants can be generated including, but not limited to Surface roofs, landscape areas, driving surfaces, and parking areas. Professional Engineer Montana Licensed Professional Engineer (AKA PE, MT PE, or Engineer) PTOE Professional Traffic Operations Engineer PVC Polyvinyl Chloride PWD Public Works Department RCP Reinforced Concrete Pipe Rebar Reinforcing Bar Redevelopment Replacement of impervious surfaces on a fully developed site. Occurs when existing facilities are demolished and rebuilt or substantially improved through reconstruction. SCS Soil Conservation Service 125 Click to Return to Index Glossary of Acronyms and Terms 0 0 TERM sf Standards TMDL Total Maximum Daily Load DEFINITION Square Foot Current City of Kalispell Standards for Design and Construction Stormwater Facility Any conveyance swale , ditch, pond, storage facility, structure, or BMP TPH Total Petroleum Hydrocarbons TSS Total Suspended Solids USCS Unified Soil Classification System USGS United States Geological Survey VCP Vitrified Clay Pipe WSDOT Washington State Department of Transportation 126 Click to Return to Index Appendix A — Checklist for Identifying Wetlands Appendix A - Checklist for Identifying Wetlands Checklist for Identifying Wetlands Site Data Subdivision/Parcel: Completed by: Evaluation date: Site visit date: Location: Township Range Section (1/4114) Physical Address: Wetland Checklist: Pre Site Visit Survey The following questions should be answered prior to a site visit using publicly available tools. If the response to any of these questions is yes, it is possible that a wetland is present on the parcel and the Site Visit Survey portion of this checklist should be completed. If no "Yes" answers, wetlands may still be present and wetlands should still be considered during the site visit. Yes No 1. Does the parcel or any adjacent parcels include U.S. Fish and Wildlife O 0 Service National Wetland Inventory (NWI) mapped wetlands? Refer to U.S. Fish and Wildlife Service National Wetlands Inventory maps (http://www.fws.aov/nwi/). 2. Does an aerial photo of the parcel or any adjacent parcels show surface water? Refer to current aerial photo of property and other maps including U.S. O 0 Geological Survey topographic maps and digital hydrography layers (http://nhd. usgs. aov/). O ❑ 3. Is the parcel or any adjacent parcels located within the 100 -year floodplain? Refer to current floodplain maps available through County floodplain administrators. 4. Are there any streams, canals, ditches, or drainages present on the parcel ❑ ❑ or any adjacent parcels? Refer to current aerial photo of property and other maps including U.S. Geological Survey topographic maps and digital hydrography layers (http://nhd. usas.gov/). 5. Does the parcel or any adjacent parcels have hydric soils mapped? Refer to ❑ ❑ the most current soil survey data available through the Natural Resources Conservation Service (http://soils.usda.00v/). 6. Is there documentation of shallow groundwater on the parcel, or any adjacent parcel? Refer to groundwater data sets available from County Environmental ❑ ❑ Health Departments. 127 Click to Return to Index Wetland Checklist: Site Visit Survey Wetland Indicators 1.11111. The following questions are for use during a site visit and will help determine if a wetland may be present at the parcel and if it is likely to be regulated by federal, state or local laws or regulations. If you check "yes" for any wetland indicators below, a Wetland Assessment outlined in the Kalispell Stormwater Quality Management Plan is required. The assessment must be performed by a wetland expert. The Stormwater Quality Management Plan can be obtained from the Kalispell Public Works Department. Yes No Wetland Hydrology ❑ ❑ 7. Is standing or flowing water observed at the parcel during the growing season? ❑ 8. Is the soil waterlogged during the growing season? 9. Are there water marks on any trees, shrubs, fcncclincsfence lines, buildings, ❑ ❑ etc.? ❑ ❑ 10. Optional (if you have had wetland delineation training) are there any primary or secondary hydrology indicators present? Wetland Vegetation 11. Does the parcel have plant communities that commonly occur in areas having O 0 standing water for part of the growing season (e.g. cattail marshes, sedges, bulrush, willows)? O ❑ 12. Are any of the plants shown in the guide to `Common Wetland Plants of Western Montana' present? 13. If the parcel has been cleared of vegetation or mowed, are there adjacent areas that have plant communities or wetland plants connected to the parcel? Wetland Soils 14. Does soil show any hydric indicators (consists of predominantly decomposed O 0 plant materials, thick layer of decomposing plant material on the surface, sulfur odor, or soil is bluish gray)? O 0 O 0 15. Is there standing water or is the soil surface either saturated or inundated? 16. Are the soils wet at or near the surface during dry summer periods? 128 Click to Return to Index Appendix B1 - Swale Flood Test Purpose The swale flood test verifies the path of flow into a swale and the drawdown time of a bio -infiltration swale. The flood test shall be conducted, when required, after the swale has been constructed and the vegetation has been established, i.e., is not in danger of being washed out when water is introduced into the swale. Procedure 1. Introduce clean water into the swale by directing the water (via hose from a hydrant or other clean water source) along the curb and gutter upstream of the swale inlet. 2. Raise the water level in the swale until it reaches 6 inches in depth (typically to the rim of the drywell or catch basin). Discontinue flow and note the time; this is the beginning of the flood test. 3. If the swale is draining rapidly, the progress is observed, and when the swale is empty, the time is documented, and the flood test has ended. 4. If the swale is not draining, measure the depth of water currently in the swale, documenting the time, and return to the swale site at a later time in order to verify that the swale has completely drained within 72 hours. Appendix B2 - Pond Flood Test Pu►pose The Pond Flood Test Method verifies drawdown time of a stormwater disposal facility, such as a detention pond. The pond flood test shall be conducted, when required, after the pond has been constructed, and after vegetation has been established, i.e., is not in danger of being washed out when water is introduced into the pond. Procedure 1. Introduce clean water into the pond. Use some form of splash -guard or diffuser device to prevent surface erosion of the pond. 2. Raise the water level in the pond until it reaches operational depth ,i.e., to the invert elevation of the first outlet device (culvert, orifice, weir, etc.). Discontinue flow. 3. Document the time and measure the depth of water in the pond; this is the beginning of the pond flood test. 4. The pond's ability to drain is observed. If the pond appears to be emptying rapidly, as soon as the pond is empty, the time is documented, and the flood test has ended. 5. If the pond is not draining, or is draining very slowly, measure the depth of water currently in the pond, documenting the time, and return to the pond site at a later time in order to verify that the pond has completely drained within 72 hours. NOTE: Contact the City Engineer for specific requirements for this Test Method. Some ponds will be large enough that a pond flood test may not be the most efficient method of determining drawdown time or infiltrative ability. Consideration may need to be given to other types of infiltrative test methods, such as the double -ring infiltrometer test. 129 Click to Return to Index Appendix C — BMP T5.100 API (Baffle Type) Separator Bay Appendix C - BMP T5.100 API (Baffle Type) Separator Bay1 Design Criteria The design criteria for small drainages are based on the design velocity, oil rise rate, residence time, width, depth, and length considerations. As a correction factor, the American Petroleum Institute (API) turbulence criterion is applied to increase the length. Ecology is modifying the API criterion for treating stormwater runoff from small drainage areas (fueling stations, commercial parking lots, etc.) by using the design hydraulic horizontal velocity, Vti, for the design VE/V, ratio rather than the API minimum of Vh/V, = 15. The API criterion appears applicable for greater than two acres of impervious drainage area. Performance verification of this design basis must be obtained during at least one wet season using the test protocol referenced in Section 5.12 for new technologies. The following is the sizing procedure using the modified API criterion: • Determine the oil rise rate, V,, in cm/sec, using Stoke's Law (Water Pollution Control Federation, 1985), or empirical determination, or 0.033 ft./min for 60°F oil. The application of Stoke's Law to site-based oil droplet sizes and densities, or empirical rise rate determinations recognizes the need to consider actual site conditions. In those cases the design basis would not be the 60 micron droplet size and the 0.033 ft/min. rise rate. • Stoke's Law equation for rise rate, V, (cm/sec): V1= g(aw ao)D2 / 18-1.,) Where: g = gravitational constant (981 cmisec2) D = diameter of the oil particle in cm Use oil particle size diameter D=60 microns (0.006 cm) a., x.999 gm/cc. at 32°F Select conservatively high oil density, for example: if diesel oil @ o = 0.85 gm/cc and motor oil @ 4° = 0.90 can be present, then use a° = 0.90 gin/cc nw = 0.017921 poise, gm/cm -sec at Tw = 32°F (See API Publication 421, February, 1990) • Use the following separator dimension criteria: Separator water depth d = between 3 and 8 feet to minimize turbulence (API, 1990; US Army Corps of Engineers, 1994) Separator width w = between 6 and 20 feet (WEF & ASCE, 1998; King County Surface Water Management, 1998) 1 Source Section 5.10.7 of the Stormwater Management Manual for Eastern Washington. 130 Click to Return to Index Appendix C — BMP T5.100 API (Baffle Type) Separator Bay Depth to width ratio dlw = between 0.3 and 0.5 (API, 1990) For stormwater Inflow from drainages less than 2 acres: * Determine V, and select depth and width of the separator section based on above criteria. ✓ Calculate the minimum residence time (t.) of the separator at depth (d): tm = dN, • Calculate the horizontal velocity of the bulk fluid, Vh, vertical cross- sectional area, A,,, and actual design Vh/V, (American Petroleum Institute, 1990, US Army Corps of Engineers, 1994). Vti= Qldw = Q1A„ (Vh maximum at < 2.0 fllmin; American Petroleum Institute, 1990) Q = 2.15 times the water quality design flow rate in ft'/min, at minimum residence time, t, At VbIV, determine F, turbulence and short-circuiting factor (Appendix V -D of the SWMMWW) API F factors range from 1.2$-1.74. (American Petroleum Institute, 1990) • Calculate the minimum length of the separator section, l(s), using: 1(s)= FQtmfwd = F(Vh/VL)d 1(0 =1(f) + 1(s) +](a) 1(0 =1(t)/3 + ](s) +1(014 Where: 1(t) = total length of 3 bays 1(0 = length of forebay 1(a) = length of afterbay + Calculate V = l(s)wd = FQtm, and Ah = wl(s) V = minimum hydraulic design volume A5= minimum horizontal area of the separator 131 Click to Return to Index x cc n Appendix D — Flow Spreader Options Appendix D - Flow Spreader Options Flow spreaders function to uniformly spread flows across the inflow portion of water quality facilities. Anchored plate (Option A) Concrete sump box (Option B) Notched curb spreader (Option C) Through -curb ports (Option D) Level spreader tresanchtrench (Option E) Options Athrough C and E can be used for spreading flows that are concentrated. Any one of these options can be used when spreading is required by the facility design criteria. Options A through C and E can also be used for unconcentrated flows, and in some cases must be used, such as to correct for moderate grade changes along a filter strip. Options D is only for flows that are already unconcentrated and enter a filter strip or continuous inflow biofiltration swale. Anchored plate (Option A) An anchored plate flow spreader shall be preceded by a sump having a minimum depth of 8 inches and minimum width of 24 inches. The top surface of the flow spreader plate shall be level, projecting a minimum of 2 inches above the ground surface of the water quality facility, or v -notched with notches 6 to 10 inches on center and 1 to 6 inches deep (use shallower notches with closer spacing). Alternative designs are allowed. A flow spreader plate shall extend horizontally beyond the bottom width of the facility to prevent water from eroding the side slope. The horizontal extent should be such that the bank is protected for all flows up to the 100 -year flow or the maximum flow that will enter the WQfacility _Flow spreader plates shall be securely fixed in place. Flow spreader plates may be made of either wood, metal, fiberglass, reinforce plastic, or other durable material. Anchor posts shall be 4 -inch square concrete, tubular stainless steel, or other material resistant to decay. Concrete sump box (Option B) The wall of the downstream side of a rectangular concrete sump box shall extend a minimum of 2 inches above the treatment bed. This serves as a weir to spread the flows uniformly across the bed. The downstream wall of a sump box shall have "wing walls" at both ends. Side walls and returns shall be slightly higher than the weir so that erosion of the side slope is minimized. Notched curb spreader (Option C) Concrete for a sump box can be either cast -in-place or precast, but the bottom of the sump shall be reinforced with wire mesh for cast -in-place sumps _Sump boxes shall be placed over bases that consists of 4 inches of crushed rock, 5/8 -inch minus to help assure the sump remains level. Notched curb spreader sections shall be made of extruded concrete (or equivalent) laid side by side and level. Typically five "teeth" per four -foot section provide good spacing. The space between adjacent "teeth" forms a v- notch. 132 Click to Return to Index Appendix D — Flow Spreader Options Through -curb ports (Option D) Unconcentrated flows from paved areas entering continuous inflow biofiltration swales can use curb ports to allow flows to enter the swale. Curb ports use fabricated openings that allow concrete curbing to be poured or extruded while still providing an opening through the curb to admit water to the WQfacility. Openings in the curb shall be at regular intervals but at least every 6 feet (minimum). The width of each curb port opening shall be a minimum of 11 inches. Approximately 15 percent or more of the curb section length should be in open ports, and no port should discharge more than about 10 percent of the flow. Level Spreader Trench -pea gravel (Option E) The trench shall be a 2' by 2' trench filled with pea gravel. V-rwtched or level plate spreader anchor posts spaced 6' O.C. or at each and if width 5' Flow Spreader Option A: Anchored Plate protection at outfalls PLAN VIEW NTS reek rip rap e' (min.) r Y mn Extend into slope to protect From the 100 year Ilow yr the highest flow entering water quality facility. edge of sand riprap pond side slope gravel layer existing grade Alternative Design Catch basin reran mended for higher flow situations (generally for inflow velocities of 5 fps or greater for 100 year storm). inlel pipe 26 rm�)1 level spreader plate boiled to anchor post 2' (min) embedded ince existing ground SECTION A -A NTS 133 Click to Return to Index Appendix D — Flow Spreader Opti FLOW SPREADER OPTION I CONCRETE SUMP BOX Example of a concrete sump flaw spreader used wish a biofiltration swale (maybe used with Oroer WR facilities). concrete sump oulfatt riprap pad Intel pipe A Rook protection at outfall side with wing walls see note Swale bottom inlet pipe PLAN VIEW NTS wing Wall outline 2" min. clearance Note: Extend sides into slope_ Height of side wall and wing walls must be sufficient t0 handle the 104 -year flaw or the highest flow entering the facility. 24"tmin. +r, rh 7r I. 14 concrete $Ulnp {4" wall thickness) SECTION A -A NTS SECTION B -B NTS 134 Click to Return to Index Appendix D — Flow Spreader Options A FLOW SPREADER OPTION C: NOTCHED CURB SPREADER inflow FRONT VIEW A -A NTS PLAN VIEW NTS SECTION NTS :.1777,677:17'W -17'5 rebar or reinforce a5 necessary mow SPREADER OPTION D: THROUGH -CURB PORT reinforced concrete curb 4. I4 it 4. 40pening 11" min. grass Tiller strip CURB PORT NTS 135 Click to Return to Index • Appendix D — Flow Spreader Options x cc o_ AHOFR TFA--\. CURB our PLAN VIEW CURB CUT RIPRAP INFLOW 06' DEPTH, CLASS I) PROFILE VIEW +MET LEVEL SPREADER TRENCH (PEA GRAVEL) RIPRAP INFLOW (18' DEPTH. GLASS r mom I LEVEL SPREADER / TRENCH PFA GRAVED c P7-1 DETAIL; TYPICAL PEA GRAVEL IOFILTEi LEVEL SPREADER of 136 Click to Return to Index Appendix E - Filter Strips Used for Pre -Treatment Appendix E - Filter Strips Used for Pre -Treatment Bioretention areas may utilize a filter strip as a pre-treatment measure. The required length of the filter strip depends on the drainage area, imperviousness, and the filter strip slope. The table below provides sizing guidance for using filter strips for pre-treatment. Sizing of Filter Strips for Pre-treatment (Source: Adapted from Georgia Stormwater Management Manual) Parameter Impervious Areasm Pervious Areas (Lawns, etc3}E Maximum inflow approach length (feet) 35 75 75 100 Filter strip slope (max = 5%) <2% > 2% <2% > 2% <2% > 2% <2% > 2% Filter strip minimum length (feet)t31 10 15 20 25 10 12 15 18 • Flow must enter the filter strip as sheet flow, designed to spread out over the width of the strip with a depth of 1 to 2 inches. • An effective flow spreader is a pea gravel diaphragm at the top of the slope (ASTM D 448 size no. 6, 1/8" to 3/8"). The pea gravel diaphragm (a small trench running along the top of the filter strip) serves two purposes. First, it acts as a pre-treatment device, settling out sediment particles beforF they reach the treatment BMP. Second, it acts as a level spreader, maintaining sheet flow as runoff flows over the filter strip. Other types of flow spreaders include a concrete sill and curb stops. 1 75 feet maximum impervious area flow length to filter strip. 2 150 feet maximum pervious area flow length to filter strip. 3 At least 25 feet is required for minimum pre-treatment of 10% TSS removal. Fifty feet is required for 50% removal 137 Click to Return to Index Appendix E — Filter Strips Used for Pre -Treatment w N a a Grass Channels Used for Pretreatment: Bioretention areas may utilize a filter strip as a pre-treatment measure. The length of the grass channel depends on the drainage area, land use, and channel slope. To be used as a pretreatment measure, the grass channel must have a minimum length of 20 feet. The Table below provides minimum lengths for grass channels based on channel slope and percent imperviousness (of the contributing drainage area). Grass Channel Sizing Guidance (Source: Georgia Stormwater Management Manual) Parameter < 33% Impervious Between 34% and 66% Impervious < 67% Impervious Slope (max = 4%) <2% >2% <2% >2% <2% >2% Grass channel min. length (feet) assumes 2 -ft bottom width 25 40 30 45 35 50 138 Click to Return to Index Appendix F — Planting Guidelines Appendix F - Planting Guidelines Planting Guidelines for: Detention Pond: Seed mixtures Common & Species Name Bulk Rate (Ib/ac) % of Mix Component Bluebunch Wheatgrass - Psuedoroegneria spicata (Goldar) 8 32 Thickspike Wheatgrass — Elymus lanceolatus (Critana) 5 20 Rough Fescue Festuca scabrella 3 12 Idaho Fescue Festuca idahoensis (Joseph) 6 24 Prairie Junegrass Koeleria macrantha (crastad) 3 12 Grass Totals: 25 100 Or Slender Wheatgrass Elymus trachycaulus (Revenue) 4 10 Mountain Brome Bromus marginatis (Bromar) 6 15 Annual Ryegrass Lolium multiflorum 6 15 Winter Wheat` 24 60 Cover Crop Totals: 40 100 GRAND TOTAL: 65 100 I 1 1 139 Click to Return to Index I Appendix F — Planting Guidelines Planting Guidelines for: Infiltration facilities, Detention facilities, Swales, and Ditches Common & Species Name % of Mix Component Pe•°r nniniplPerennial Rye Grass 15 Intermediate Wheatgrass 46 Creeping Fescue 8 Tall Fescue Total 31 Redtop Bentgrass Total 100 Or Common & Species Name % of Mix Component Tall or Meadow Fescue 68 Seaside/ Creeping Bentgrass 10 Meadow Foxtail 10 Alsike Clover Total 6 Redtop Bentgrass 6 Blackeyed Susan Total 100 Planting Guidelines for Wetponds: Wetland Grasses Common & Species Name % of Mix Component Redtop Bentgrass 35 Meadow Foxtail 35 Russian Wildrye 20 Red Fescue Total 7 Bridsfoot Trefoil 2 Blackeyed Susan 1 Total 100 Or Common & Species Name of Mix Component Redtop Bentgrass 35 Red Fescue 35 Meadow Foxtail 30 Total 100 140 Click to Return to Index Appendix F — Planting Guidelines Emergent Wetland Plant Species Recommend for Wetponds Upland Sites Common Name Pounds PLS per Acre (pure stand) % by weight Agropyron riparian Elymus trachycaulus Elymus lanceolatus Festuca idahoensis Moist to Wet Sites Elymus glaucus Elymus trachycaulus Leymus triticoides Pascopyrum smithii streambank wheatgrass slender wheatgrass thickspike wheatgrass Idaho fescue Common Name blue wildrye slender wheatgrass creeping /beardless wildrye western wheatgrass 5 6 6 3 6 6 6 8 30 20 30 20 30 20 30 20 Emergent Species (inundated but dry out) Common Name Carex utriculata/rostrata Carex nebrascensis Carex lanuginosa Eleocharis palustris Juncus balticus Juncus tenuis Scirpus actus Inundated locations Bechmania syzigachne Carex aquatilis Carex utriculata/rostrata Eleocharis palustris Glyceria striata Juncus ensifolius Juncus mertensiana Juncus tenuis Sagittaria latifolia Scirpus microcarpus Scirpus americanus Scirpus acutus Typha latifolia beaked sedge nebraska sedge wooly sedge creeping spiked rush baltic rush slender rush hard stemmed rush Common Name western slough grass water sedge beaked sedge creeping spiked rush fowl mannagrass 3 stamen/dagger leaf rush Merten's rush slender rush arrowhead small fruited bulrush olney's bulrush hardstem bulrush cattail I I 141 Click to Return to Index I LL X 0v Q Q a Appendix F — Planting Guidelines shrubs Common Name Willows- with standing long inundation Salix dummondii Drummond willow Salix boothii Booth's willow Willows -requires longer dry period Salix exigua Salix bebbiana Salix geyeriana sandbar/coyote willow Bebb's willow Geyer's willow Moist upland shrubs -see also recommended species list from Native Plant Society Acer glabrum rocky mountain maple Amelanchier alnifolia serviceberry Cornus stolonifer red osier dogwood Eleagnus commutata silverberry Prunus virginiana chokecherry Ribes aurem golden current Sambucus racemosa elderberry Moist to wet forbs Iris missouriensis Mimulus lewisii Rocky Mountain iris red monkeyflower Notes: Regional distributors for wetland planting are 1)Windriver Seeds, 2) Blackfoot Native Plants, 3) Native West, 4) Western Native Seeds, 5)Wind Flower Native Plants 142 Click to Return to Index Appendix G1 - Example Calculation - Non -Flooded Width GIVEN A crowned road with a uniform gutter section (as illustrated), assuming an equal flow rate on each side of the road. • Flow rate (Q) = 4.2 cfs • Gutter width (W) = 1.5 feet • Road/Gutter cross slope (Sx) = 0.02feet/foot • Longitudinal slope (SL) = 0.01 feet/ft • Manning's friction coefficient, n = 0.016 • Road width (RW) = 30 feet CALCULATIONS 1. Calculate the spread (T) for half of the roadway. 51, i Qn os7s - (4.2X0.016) v.s�s — 0.56 Sx-67 i.5 , 0.56 (0.02)167(0,01r 5 0.02)'a'(O.O1}.s =12.4 feet 2. Calculate the non -flooded width using the following relationship for crowned roadways, and then verify that the non -flooded width is within the allowable limit. Non -flooded width = 2[(1/2)(RW) + W—T)] 2[(1/2)(30) + 1.5 —12.4)] 8.2 feet < 12 feet FAIL* *The minimum non -flooded width is 12 feet for local roads. Therefore, the design fails to meet the required non -flooded road width criteria. The design will need to be altered, i.e., try an additional inlet placed at an intermediate location, contributing basins redefined, new flow rates calculated, and the above steps repeated. 143 Click to Return to Index Appendix G2 — Example Calculation — Grate Inlet Capacity Appendix G2 - Example Calculation - Grate Inlet Capacity GIVEN A crowned private road with a uniform gutter section (as illustrated), assuming an equal flow rate on each side of the road. • Flow rate (Q) = 2.5 cfs • Gutter width (W) = 1.5 ft • Grate width (GW) = 1.67 feet • Road/Gutter cross slope (SO = 0.02 feet/foot • Longitudinal slope (SL) = 0.03 feet/foot • Manning's friction coefficient, n = 0.016 • Road width (RW) = 30 feet CALCULATIONS 1. Determine the runoff from the contributing basin at the high point to the first inlet; • For this example, the design flow rate (Q) is given as 2.5 cfs 2. Select an inlet and note the grate width. • For this example, the grate width (GW) is given as 1.67 ft 3. Calculate the spread (T) for half of the roadway. 93750.375 T —(Q n t2.5 X0.016) = 8,3lfeet Il 0.56 Sxs7 SLs J 0.56 (0.02)167 (0.03)- —( iso 0.56 Sx SL.as 1 Qn `9375 (2.5X0.016) 0.56 (0.02)16'7 (0.03)°'5 9375 = 8.31feet 4. Calculate the non -flooded width using the following relationship, and then verify that the non -flooded width is within the allowable limit: Non -flooded width = 2[(1/2)(RW)+W—T)] = 2[(1/2)(30) + 1.5-8.31)] = 16.38 feet > 12 feet OK* 144 Click to Return to Index r Appendix G2 — Example Calculation — Grate Inlet Capacity *The minimum non -flooded width is 12 feet for private roads. Therefore, design has met the required non -flooded road width criteria. 5. Calculate the inlet bypass flow: • With 35% clogging factor, grate width (GW) = 1.67(1 - 0.35) = 1.09' Q8p= (T) — (GW) (T) 8 8 3r8,31 -1,i}9 =2 1,-?cfs 5 ;l I 8 8 ( � }X13 = 2.5[8.31 8.31 .a 13=1.72cfs Therefore the capacity of the inlet = 2.5 —1.72 = 0.78 cfs 5. Verify that the velocity does not exceed 5 feet/second. The velocity of flow directly over the inlet is calculated: V1— Q—Q 2.5-1.72 .6.61RIs a 5 feet/second OK** —9.5(G(Sr )] —1.09[(8.31)(0.02) —0.5(1.49X.02)] — The analysis is then repeated with the next inlet. The bypass flow (QBp) from the previous inlet shall be added to the flow from the contributing basin to determine the total flow (Q) to the inlet at the station being analyzed. 145 Click to Return to Index Appendix H1— Facility Maintenance Recommendations Appendix H1 - Facility Maintenance Recommendations The following are operation and maintenance tasks for Treatment BMPs and Flood Control Facilities and should be used to create the required Operation and Maintenance Manual. Maintenance of facilities is driven by annual inspections that evaluate the condition and performance of the stormwater facilities. Based on inspection results, specific maintenance tasks will be triggered. An annual maintenance inspection form for facilities can be accessed at CWP website: //www.cwp.org/Resource_Library/Center_Docs/SW/pcguidance/Tool6.pdf. A more detailed maintenance inspection form is also available from Appendix B of CWP (2004) and from the City of Kalispell Public Works Department. WET POND MAINTENANCE First -Year Maintenance Operations Successful establishment of wet ponds requires that certain tasks be undertaken in the first year. • Initial inspections: For the first six months following construction, the site should be inspected at least twice after storm events that exceed a 1/2 inch. • Planting of Benches: The aquatic benches should be planted with emergent wetland species. • Spot Reseeding: Inspectors should look for bare or eroding areas in the contributing drainage area or around the pond buffer, and make sure they are immediately stabilized with grass cover. • Watering: Trees planted in the pond buffer need watering during the first growing season, In general, consider watering every three days for first month, and then weekly during first year (Apr — Oct), depending on rainfall Inspections and Routine Maintenance Tasks Maintenance of wet ponds is driven by annual inspections that evaluate the condition and performance of the facility (see Table below). Suggested Annual Maintenance Inspection Points for Wet Ponds Activity Measure sediment accumulation levels in forebay. Monitor the growth of wetland plant, tree and shrubs planted. Record species and approximate coverage, and note presence of any invasive plant species. Inspect the condition of stormwater inlets to the pond for material damage, erosion or undercutting. Inspect upstream and downstream banks for evidence of sloughing, animal burrows, boggy areas, woody growth or gully erosion that may undermine embankment integrity. Inspect the pond outfall channel for erosion, undercutting, rip -rap displacement, woody growth, etc. Inspect condition of principal spillway and riser for evidence of spalling, joint failure, leakage, corrosion, etc. Inspect condition of all trash racks, reverse sloped pipes or flashboard risers for evidence of clogging, leakage, debris accumulation, etc. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external pond side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. Note: For a more detailed maintenance inspection checklist, see Appendix B in CWP (2004) Stormwater Pond and Wetland Maintenance Guidebook. 146 Click to Return to Index 1 Appendix H1— Facility Maintenance Recommendations Maintenance is needed so stormwater ponds continue to operate as designed on a long-term basis. Wet ponds normally have less routine maintenance requirements than other stormwater treatment options. Stormwater pond maintenance activities range in terms of the level of effort and expertise required to perform them. Routine stormwater pond maintenance, such as mowing and removing debris or trash, is needed several times each year (See Table below). More significant maintenance such as removing accumulated sediment is needed less frequently, but requires more skilled labor and special equipment. Inspection and repair of critical structural features such as embankments and risers, needs to be performed by a qualified professional (e.g., a structural engineer) that has experience in the construction, inspection, and repair of these features. The maintenance plan should clearly outline how vegetation in the pond and its buffer will be managed or harvested in the future. Periodic mowing of the stormwater buffer is only required along maintenance rights-of-way and the embankment. The remaining buffer can be managed as a meadow (mowing every other year) or forest. The maintenance plan should schedule a shoreline cleanup at least once a year to remove trash and floatables. 147 Click to Return to Index Typical Wet Pond Maintenance Tasks and Frequency Maintenance Items Frequency • Pond buffer reinforcement plantings and planting of aquatic benches. One time - After First Year • Mowing — twice a year. Quarterly or After Major Storms • Remove debris and blockages. (>1 inch) • Repair undercut, eroded, and bare soil areas. • Shoreline cleanups to remove trash, debris and floatables. Annual • Full maintenance inspection. • Open up riser to access valves. • Repair broken mechanical components if needed. • Forebay Sediment Removal. 5-7 years • Repair pipes, riser and spillway where needed. 5-25 years 147 Click to Return to Index Appendix H1— Facility Maintenance Recommendations No - INFILTRATION MAINTENANCE Maintenance Inspections Annual site inspections are critical to the performance and longevity of infiltration practices, particularly for small-scale and conventional infiltration practices. Maintenance of infiltration practices is driven by annual inspections that evaluate the condition and performance of the practice (see Table below). Ongoing Maintenance Effective long-term operation of infiltration practices requires a dedicated and routine maintenance inspection schedule with clear guidelines and schedules, as shown in the Table below. Where possible, facility maintenance should be integrated into routine landscaping maintenance tasks. Suggested Annual Maintenance Inspection Points for Infiltration Activity The drawdown rate should be measured at the observation well for three days following a storm event in excess of 0.5 inch in depth. If standing water is still observed in the well after three days, this is a clear sign that that clogging is a problem. Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. Inspect the condition of the observation well and make sure it is still capped. Check that no vegetation forms an overhead canopy that may drop leaf litter, fruits and other materials that could clog the device. Evaluate the vegetative quality of the adjacent grass buffer and do spot reseeding if cover is less than 90%. Generally inspect the upland CDA for any controllable sources of sediment or erosion. Look for weedy growth on rock surface that might indicate sediment deposition or clogging. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external infiltration side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. 148 Click to Return to Index Appendix H1— Facility Maintenance Recommendati Typical Maintenance Activities for Infiltration Practices Activity Schedule • Replace pea gravel/topsoil and top surface filter fabric (when clogged). • Mow grass filter strips as necessary and remove clippings. As needed • Ensure that contributing area, practice and inlets are clear of debris. • Ensure that the contributing area is stabilized. • Remove sediment and oil/grease from pretreatment devices, as well as overflow structures. • Repair undercut and eroded areas at inflow and outflow structures. Quarterly • Check observation wells following 3 days of dry weather. Failure to percolate within this time period indicates clogging. • Inspect pretreatment devices and diversion structures for sediment build-up and structural damage. • Remove trees that start to grow in the vicinity of the trench. Semi-annual Inspection • Clean out accumulated sediments from the pretreatment cell Annually 1 149 Click to Return to Index Appendix H1— Facility Maintenance Recommendations POND MAINTENANCE Maintenance Inspections Maintenance of ED ponds is driven by annual inspections that evaluate the condition and performance of the facility (see Table below). Based on inspection results, specific maintenance tasks will be triggered. Common Maintenance Issues Ponds are prone to a high clogging risk at the low flow orifice. These aspects of pond plumbing should be inspected at least twice a year after initial construction. The constantly changing water levels in ponds make it difficult to mow or manage vegetative growth. The bottom of ponds often become soggy, and water -loving trees such as willows may take over. The maintenance plan should clearly outline how vegetation in the pond and its buffer will be managed or harvested in the future. Periodic mowing of the stormwater buffer is only required along maintenance rights-of-way and the embankment. The remaining buffer can be managed as a meadow (mowing every other year) or forest. The maintenance plan should schedule a shoreline cleanup at least once a year to remove trash and floatables that tend to accumulate in the forebay and on the bottom of ponds. Frequent sediment removal from the forebay or sump area is essential to maintain the function and performance of a pond. Maintenance plans should schedule cleanouts every 5-7 years, or when inspections indicate that 50% of forebay or smp area capacity has been lost. Suggested Annual Maintenance Inspection Activity Measure sediment accumulation levels in forebay. Monitor the growth of wetlands, trees and shrubs planted. Record species and approximate coverage, and note presence of any invasive plant species. Inspect the condition of stormwater inlets to the pond for material damage, erosion or undercutting. Inspect upstream and downstream banks for evidence of sloughing, animal burrows, boggy areas, woody growth or gully erosion that may undermine embankment integrity. Inspect pond outfall channel for erosion, undercutting, rip -rap displacement, woody growth, etc. Inspect condition of principal spillway and riser for evidence of spalling, joint failure, leakage, corrosion, etc. Inspect condition of all trash racks, reverse sloped pipes or flashboard risers for evidence of clogging, leakage, debris accumulation, etc. Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves, manholes or locks can be opened and operated. Inspect internal and external pond side slopes for evidence of sparse vegetative cover, erosion or slumping, and repaired immediately. Note: For a more detailed maintenance inspection checklist, see Appendix B in CWP(2004) Stormwater Pond and Wetland Maintenance Guidebook. 150 Click to Return to Index Appendix H1— Facility Maintenance Recommendations DRY SWALE MAINTENANCE Maintenance Inspections Inspections are used to trigger maintenance operations such as sediment removal, spot revegetation and inlet stabilization. Several key maintenance inspection points are detailed in the Table below. Ideally, inspections should be conducted in the spring of each year. Suggested Spring Maintenance Inspections/Cleanups for Dry Swales Activity Add reinforcement planting to maintain 95% turf cover on vegetation density. Reseed any salt killed vegetation. Remove any accumulated sand or sediment deposits on the filter bed surface or in pretreatment cells. Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and remove and trash or blockages at weep holes. Examine filter beds for evidence of braiding, excessive ponding or dead grass. Check inflow points for clogging and remove any sediment. Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Look for any bare soil or sediment sources in the contributing drainage area and stabilize. Routine Maintenance and Operation Once established, dry swales have minimal maintenance needs outside of the spring clean up, regular mowing and pruning and management of trees and shrubs. The surface of the filter bed can become clogged with fine sediment over time, but this can be alleviated through core aeration or deep tilling of the filter bed. Additional effort may be needed to repair check dams, stabilize inlet point and remove deposited sediment from pretreatment cells. BIOSWALE AND GRASS CHANNEL MAINTENANCE Maintenance Inspections Annual inspections are used to trigger maintenance operations such as sediment removal, spot revegetation and inlet stabilization. Several key maintenance inspection points are detailed in the Table below. Ideally, inspections should be conducted in the spring of each year. Ongoing Maintenance Once established, bioswales and grass channels have minimal maintenance needs outside of the Spring clean up, regular mowing, repair of check dams and other measures to maintain the hydraulic efficiency of the channel and a dense, healthy grass cover. Suggested Spring Maintenance Inspections/Cleanups for Grass Channels Activity Add reinforcement planting to maintain 90% turf cover. Reseed any salt killed vegetation. Remove any accumulated sand or sediment deposits behind check dams. Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and remove and trash or blockages at weep holes. Examine channel bottom for evidence of erosion, braiding, excessive ponding or dead grass. I Check inflow points for clogging and remove any sediment. Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Look for any bare soil or sediment sources in the contributing drainage area and stabilize immediately. . 151 Click to Return to Index Appendix H1— Facility Maintenance Recommendations BIORETENTION MAINTENANCE First -Year Maintenance Operations Successful establishment of bioretention areas requires certain tasks be undertaken in the first year. • Initial inspections: For the first six months following construction, the site should be inspected at least twice after storm events that exceed a half- inch • Spot Reseeding: Inspectors should look for bare or eroding areas in the contributing drainage area or around the bioretention area, and make sure they are immediately stabilized with grass cover • Fertilization: one-time, spot fertilization for initial plantings • Watering: Once a week during the first two months, and then as needed during first growing season (Apr — Oct), depending on rainfall Remove and replace dead plants. Since up to ten percent of plant stock may die off in the first year, construction contracts should include a care and replacement warranty to ensure vegetation is properly established and survives during the first growing season following construction. The typical thresholds for replacement are 85% survival of plant material and 100% survival of trees. Maintenance Inspections It is highly recommended that a spring maintenance inspection and cleanup be conducted at each bioretention area. The Table below presents some of the key maintenance problems. Suggested Spring Maintenance Inspections for Bioretention Activity Check to see if 90% mulch + vegetative cover has been achieved in the bed, and measure depth of remaining mulch. Check for sediment buildup at curb cuts, gravel diaphragms or pavement edges that prevent flow from getting into the bed. Check for any winter or salt -killed vegetation and replace with hardier species. Note presence of accumulated sand, sediment and trash in pretreatment cell or filter beds and remove. Inspect bioretention side slopes and grass filter strips for evidence of any rill or gully erosion and repair. Check bioretention bed for evidence of mulch flotation, excessive ponding, dead plants or concentrated flows and take appropriate remedial action. Check inflow points for clogging and remove any sediment. Look for any bare soil or sediment sources in the contributing drainage area and stabilize immediately. Routine and Non -Routine Maintenance Tasks Maintenance of bioretention areas should be integrated into routine landscaping maintenance tasks. If landscaping contractors will be expected to perform maintenance, their contracts should contain specifics on unique bioretention landscaping needs, such as maintaining elevation differences needed for ponding, proper mulching, sediment and trash removal, and limited use of fertilizers and pesticides. A customized maintenance schedule must be prepared for each bioretention facility, since the maintenance tasks will differ depending on the scale of bioretention, the landscaping template chosen, and the nature of surface cover. A generalized summary of common maintenance tasks and their frequency is provided in the Table below. 152 Click to Return to Index Appendix H1— Facility Maintenance Recommendations The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or underdrain repairs may be needed. The surface of the filter bed should also be checked for accumulated sediment. Core aeration or deep tilling may relieve the problem. 153 Click to Return to Index Suggested Annual Maintenance Activities for Bioretention Maintenance Tasks Frequency • Spring inspection and cleanup. Annual • Add reinforcement planting to maintain desired vegetation density. As needed • Spot weeding, erosion repair, trash removal, and mulch raking. Twice during growing season • Sediment removal in pretreatment cells and inflow points. Once every two to three years • Mowing of grass filter strips and bioretention turf cover. At least four times a year • Remove invasive plants using recommended control methods. As needed • Supplement mulch to maintain a 3 -inch layer. Annual • Replace mulch layer. Every three years • Prune trees and shrubs. Annual • Stabilize contributing drainage area to prevent erosion. When needed The most common non -routine maintenance problem involves standing water. If water remains on the surface for more than 48 hours after a storm, adjustments to the grading may be needed or underdrain repairs may be needed. The surface of the filter bed should also be checked for accumulated sediment. Core aeration or deep tilling may relieve the problem. 153 Click to Return to Index Appendix H2 — Facility Inspection Checklist x Appendix H2 - Facility Inspection Checklist Stormwater Management Facility Inspection and Maintenance Log (Sample) Property Address: Inspection Date: Inspection Time: Inspected By: Date and Time of Last Rainfall: Type of Stormwater Management Facility: Location of Facility on Site (in relation to buildings or other structures): Water levels and observation (Oil sheen, Smell, Turbidity, etc.): Sediment accumulation and record of sediment removal: Condition of Vegetation (Height, survival rates, invasion species present, etc.) and record of replacement and management (mowing, weeding etc.) Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and side slopes. Record damaged items and replacement activities: Presence of insects or rodents. Record control activities: Identify safety hazards present. Record resolution activities: 154 Click to Return to Index Appendix H3 — Example Waiver to Protest SID Appendix H3 - Example Waiver to Protest SID Please return to: Kalispell City Clerk 201 First Avenue East Kalispell, MT 59901 WAIVER TO PROTEST THE FORMATION AND PARTICIPATION IN A SPECIAL IMPROVEMENT DISTRICT The undersigned hereinafter referred to as Applicant has requested and received the consideration and approval of the City of Kalispell to develop improvements within the City, on private real property as the legally described as follows: Legal Description: The City has approved the requisite stormwater facilities to be constructed upon the real property owned by the Applicant upon the conditions that 1) the Applicant shall adequately maintain the stormwater facilities pursuant to City standards and the applicable Stormwater Maintenance Permit and that 2) Applicant shall waive the statutory right it has to protest a future special improvement district as afforded by MCA 7-12-4110 for the maintenance or the reconstruction of the stormwater facilities serving the property in the event the Applicant fails in its maintenance obligation. The Applicant, therefore, in consideration for the City's approval of its requisite stormwater facility design, hereby waives right to protest the formation by the City of Kalispell of a special improvement district pursuant to Title 7 Chapter 12 of Montana Code Annotated which the Applicant may have or may hereafter acquire, and waive any and all right to protest any attempt or proceedings made by or on behalf of the City of Kalispell to form such special improvement district. The Applicant further agrees that this Waiver to Protest to the formation of a Special Improvement District is a covenant which shall run to, with, and be binding upon the title of the said real property, and shall be binding upon any heirs, assigns, successors in interest, purchaser and any and all subsequent holders or owners of the above described real property. Dated this day of , 20 Applicant 155 Click to Return to Index cu cu a Appendix H3 — Example Waiver to Protest SID STATE OF MONTANA ) : ss County of Flathead On this day of before me, the undersigned, a Notary Public for the State of Montana, personally appeared known to me to be the person whose name is subscribed to the foregoing instrument and acknowledged to me that he/she executed the same. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my Notary Seal the day and year in this certificate first above written. Notary Public, State of Montana Printed Name: Residing at My Commission expires: STATE OF MONTANA ) : ss County of Flathead On this day of , before me, the undersigned, a Notary Public for The State of Montana, personally appeared and , the , and respectively, of the corporation that executed the foregoing instrument, and the persons who executed said instrument on behalf of said corporation, and acknowledged to me that such corporation executed the same. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my Notary Seal the day and year in this certificate first above written. Notary Public, State of Montana Printed Name: Residing at My Commission expires 156 Click to Return to Index Appendix I - Example Ownership Transfer Letter City of Kalispell P. O. 1997 Kalispell, MT 59901 Re: Name of project/building/subdivision (I)(We), the undersigned property owner(s), do hereby certify that (I)(We) have caused to be designed, constructed and tested the required infrastructure improvements necessitated by the development of (NAME of project/subdivision) in accordance with the approved plans. As a condition of this development, we dedicate the improvements to the City of Kalispell. These improvements include all improvements within the City right-of-way including streets; sidewalks; street lighting; storm sewer, sanitary sewer, and water distribution mains; and other associated appurtenances. Also included in the dedication are water and sanitary sewer mains and appurtenances located in easements outside of rights-of-way. Specifically excluded from this dedication are stormwater facilities located outside of the City owned rights-of-way, which shall be owned and maintained by the property owners (or HOA, POA, etc.). Dated this day of . 20 . (Acknowledged and notarized signatures of all record owners of developed property) 157 Click to Return to Index Appendix J - Example Agreement for Construction Inspection City of Kalispell P.O. 1997 Kalispell, MT 59901 Re: Name of project/development/building/subdivision (I)(We), the undersigned property owner(s), in accordance with Section 3.2.4 of the City of Kalispell Design and Construction Standards, do hereby agree to employ a Professional Engineer to witness and verify all construction is in compliance with the approved design and minimum construction standards of all proposed City of Kalispell infrastructure within the project. Also, (I)(We) agree to complete, either personally or by proxy, all required inspection, testing, and quality control specified in Section 1.4 of the City of Kalispell Design and Construction Standards. Results of all required testing will be provided to the City of Kalispell prior to application for acceptance and transfer of all infrastructure to be owned by the City of Kalispell. Furthermore, upon completion of construction, (I)(We) agree to employ a Professional Engineer to prepare and provide a certification stating all construction was completed in accordance with the City of Kalispell Design and Construction Standards; to prepare and provide record drawings in accordance with Section 1.6 of said Standards; to prepare and provide quantities and unit costs of all City -owned infrastructure; and to certify the unit costs to aid in the preparation and submittal of the applicable warranty bond for review and approval by the City of Kalispell Public Works Department. Dated this day of , 20 . (Acknowledged and notarized signatures of all record owners of developed property) 158 Click to Return to Index Standard Details — General Standard Details - General rI DETECTABLE WARNING TAPE, MEN. 3" -- IN WIDTH, APWA COLORS SLOPING, BENCHING, SHORING OR SUPPORT SYSTEMS IN THIS AfiEA TO CONFORM TO 0.S.H.A. REGULATIONS 12 GAUGE HDPE OR HMWPE INSULATED SOLID CORE COPPER TONING WIRE, TAPE TO TOP OF WATER MAIN EVERY 5 FT, JOINTS SHALL BE MADE WITH MOISTURE DISPLACEMENT CONNECTORS 12° 4" ASPHALT — 6" CRUSHED GRAVEL BASE, 6"-15" SUB—BASE 3" MINUS CRUSHED SUBBASE MPWSS SECTION 02234 PARAGRAPH 2.3 & 2.4 BEDDING, HAUNCHING & INITIAL BACKFILL MINIMUM TRENCH WIDTH PER MP6455 5" TO 3.5 " DLAMETER CRUSHED STONE TO STAB LIZE UNSTABLE FOUNDATION ALL PIPE BEDDING AND TRENCH BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY IN ACCORDANCE WITH AASHTD T—NR ALL TRENCH CONSTRUCTION SHALL CONFORM TO CURRENT OSHA STANDARDS — EXCAVATIONS INSTALL DETECTABLE WARNING TAPE AND TONER WIRE ON ALL WATER MAINS AND SEWER FORCE MAINS PER CITY STANDARDS, BEDDING. HAUNCHING & INITIAL BACKFILL SHALL BE A CLEAN SAND MEETING USCS CLASSIFICATION SYSTEM SW. OR A CLASS I MATERIALS AS DEFINED IN ASTM D 2321 WITH A MAXIMUM PARTICLE SIZE OF 3/4" AND MEETING MIGRATION REQUIREMENTS OF THE SAME STANDARD (SECTION 6.1.8) TYPICAL UTILITY TRENCH SECTION DETAIL TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR AND MARKED �P SEWER, FOR SEWER, BLUE IN COLOR AND MARKED WATER FOR WATER Tr G1 Gd a F O WE E M R f N REFGPE MGM INMISAAEA CALL f LQ G3 Gil G9 M WH EO R L E 9 R OMAR.15 T1115 AREA CALL l'll'f G3 GAJ a a P WI E A L T E L R N� E o GGISG BEFORE INTN9 AREA CALL ' l LOCATE TRACER WIRE INSIDE MARKER POST AS APPLICABLE GAJ Q GJ a WV T L R E BEFORE UGGIME1 MTNSAREA NOTES: 1. TR1VIEW, 3 FACE MARKER POSTS SHALL BE INSTALLED AT ALL DEND5. VALVES, MANHOLES. AND AT A SPACING OF EVERY 152 FEET FOR ALL WATER MAINS. SEWER MAWS, FORCLMAINS, AND STORM MAINS NOT LOCATED IN PAVED 0R GRAVELED AREAS. 2. TRIVIEW, 3 FACE MARKER/TRACING STATIONS SHALL BE USED FOR MAINLINES AT INTERVALS OF EVERY 150 FEET. TRACER WIRE SHALL BE BROUGHT TO SURFACE INSIDE MARKING POST AT EACH POST, OTYPICAL UNDERGROUND MARKER POST G.2 159 Click to Return to Index Standard Details — General SEWER SERVICE REQUIREMENTS: I_ SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE SEWER MAIN TO THE PROPERTY LINE. 2. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY. 3. ONE SERVICE ES REQUIRED FOR EACH PARCEL OWNERSHIP. 4. SERVICE SHALL CONNECT AT THE MAIN IN THE DIRECTION OF FLOW. CITY RIGHT-OF-WAY S1DEWA{y5 PROPERTY LINE WATER SERVICE REQUIREMENTS: 1 _ METER PIT AND CURB STOP SHALL BE CENTERED IN THE BOULEVARD. IF METER PIT IS PLACED IN A DRIVEWAY, A H520 TRAFFIC RATED RING AND COVER SHALL BE PROVIDED. 2. SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE WATER MAIN TO THE PROPERTY LINE. 3. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY. 4 ONE SERVICE IS REQUIRED FOR EACH PARCEL OWNERSHIP. CURB AND GUTTER BOULEVARD 1 ._ 03,7'' \- WATER METER PIT & CURB STOP /ww W W .:51 FL SS 55 55 QIRE TIWON TYPICAL UTILITY CONNECTIONS 160 Click to Return to Index Standard Details — General DETECTABLE WARNING TAPE, Mks. 3" IN WIDTH, APWA COLORS 12' MIN. 4" ASPHALT 6" CRUSHED GRAVEL EASE, 9"-75 545-BA5E SLOPING. BENCHING, SHORING OR SUPPORT SYSTEMS IN THIS AREA TO CONFORM TO 0-5-H A_ REGULATIONS 12 GAUGE HDPE OR HMV/PE INSULATED SOLID CORE COPPER TONING WIRE, TAPE TO TOP OF WATER MAIN EVERY 5 FT. 3011,1T5 SHALL BE MADE WITH MOISTURE DISPLACEMENT CONNECTORS 3' MMU5 CRUSHED SUBBASE MPwSS SECTION 02234 PARAGRAPH 2.3 & 2.4 BEDDING. HAUNCHING & MHIAL BACKFILL MINIMUM TRENCH WIDTH PER MPWSS 1,5TO 3,5 ' DIAMETER CRUSHED STONE TO -STABILIZE UNSTABLE FOUNDATION ALL PIPE BEDDING AND TRENCH BACKFILL SHALL 6E COMPACTED TO 955 MAXIMUM DRY DENSITY IN ACCORDANCE WITH AASHTO T-99 ALL TRENCH CONSTRUCTION SHALL C051086 TO CURRENT 05144 STANDARDS - EX.CAVATIONS INSTALL DETECTABLE WARNING TAPE AND TONER WIRE ON ALL WATER MAINS AND SEWER FORCE MAIN5 PER CITY STANDARDS BEDDING, HAUNCHING & INITIAL BACKFILL SHALL BE A CLEAN SAND MEETING U505 CLASSIFICATION SYSTEM Sw, OR A CLASS MATERIALS AS 50111,1E5 IN ASTM B 2321 WITH A MAXIMJM PARTICLE SIZE OF 3/4 AND 601 MIGRATION REQUIREMENTS 01 0550 STANDARD (SECTION 51.8) G, , TYPICAL UTILITY TRENCH SECTION DETAIL TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR AND MARKED sEWER, FDR 5EWER. BLUE IN COLOR AND MARKED WATER FOR WATER G1 G9 Q C F 0 E C W E E M R A EEFOFE 510CNk0 IN THS AFEA CALL G3 R9 M WH E O R L EIERIFIE GIk 1Ht4 APER CALL GQ G3 Qd P WI A E L T L E I R E HPFORK MCGING 15 TH9 4440 CALL LOCATE TRACER WIRE I145105 MARKER POST AS APPLICABLE CQ G3 [n� a WV A A E V R E BEFORE X51 NTBS AREA NOTES: 1. TRIVIEW, 3 FACE MARKER POSTS SHALL 130 INSTALLED AT ALL BENDS. VALVE5. MANHOLES, AND AT A SPACING OF EVERY 150 FEET FOR ALL WATER MAWS, SEWER MAINS. FORCEMAINS. AND STORM MAINS NOT LOCATED IN PAVED 0R GRAVELED AREAS_ 2. TRIVIEW. 3 FACE MARKER/TRACING STAT10N5 SHALL 8E USED FOR MAINLINES AT INTERVALS OF EVERY 150 FEET. TRACER WIRE SHALL BE BROUGHT TO SURFACE INSIDE MARKING POST AT EACH POST. 0 TYPICAL UNDERGROUND MARKER POST c.2 161 Click to Return to Index Standard Details — General I. SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE SEWER MAIN TO THE PROPERTY LINE. 2. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY. 3. ONE SERVICE I5 REQUIRED FOR EACH PARCEL OWNERSHIP. 4. SERVICE SHALL CONNECT AT THE MAIN IN THE DIRECTION OF FLOW. PROPERTY LINE CNY RIGHT—YF—WAY �':sDEwAHx., - CURB AND GUTTER BOULEVARD 10' WATER SERVICE REQUIREMENTS' 1. METER PIT AND CURB STOP SHALL BE CENTERED IN THE BOULEVARD. IF METER PIT 15 PLACED IN A DRIVEWAY, A 4520 TRAFFIC RATED RING AND COVER SHALL BE PROVIDED 2. SERVICE SHALL EXTEND PERPENDICULARLY FROM THE CONNECTION AT THE WATER MAIN TO THE PROPERTY LINE. 3. SERVICE SHALL NOT PASS THROUGH ANY ADJACENT PRIVATE PROPERTY_ 4, UNE SERVICE IS REQUIRED FOR EACH PARCEL OWNERSHIP, w ss • ss �'�I WATER MR PIT & CURB STOP w w ss DIRECTION 0 TYPICAL UTILITY CONNECTIONS 162 Click to Return to Index Standard Details — Water System Standard Details - Water System WATER SYSTEM CONSTRUCTION NIXES, 1. THRUST BLOCKING IS REQUIRED AT ALL TEES. BENDS, CAPS. WATER ,MAIN VALVES. AND FIRE HYDRANTS IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS. 2. WATER MAINS SHALL BE INSTALLED WITH 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HOPE OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL BE TAPED TO THE TOP OF THE WATER MAIN AT INTERVALS NO MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL FIRE HYDRANT LOCATIONS, TONER WIRE SHALL BE ROUTED UP BEHIND EACH HYDRANT WITH THE LAST 3 FEET QF THE WIRE BELOW THE SURFACE BEING ENCLOSED IN I INCH CONDUIT. TONER WIRE SHALL BE ACCESSIBLE WITH 3 FT OF EXCESS TO CONNECT WITH TONING EQUIPMENT. 3. ALL IRON FITTINGS AND METAL PARTS SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT. 4 CONCRETE COLLARS SHALL BE INSTALLED AT WATER VALVE BOX RISERS AND MANHOLE RING AND CASTINGS, SEECRY OF KALISPELL STANDARDS FOR CONSTRUCTION_ 5. TEMPORARY WATER SERVICES SHALL BE SUPPLIED DURING CONSTRUCTION WHEN WATER SERVICE WILL BE INTERRUPTED FOR MORE THAN FOUR (4) HOURS. A TEMPORARY WATER SERVICE PLAN SHALL BE SUBMITTED TO AND APPROVED BY THE CITY PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL TEMPORARY WATER SERVICES SHALL COMPLY WITH MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY DESIGN CIRCULAR 1. 6. CONTRACTOR SHALL PERFORM HYDROSTATIC LEAK TESTING IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS A5 MODIFIED BY CITY SPECIAL PROVISION 02660. 7, ALL NEW, CLEANED OR REPAIRED WATER MAINS SHALL BE FLUSHED AND DISINFECTED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS A5 MODIFIED BY CITY SPECIAL PROVISION 02660. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO TAKE ALL BAC—T TESTS UNDER THE SUPERVISION OF CITY STAFF. AFTER SAMPLE COLLECTION THE CITY SHALL TAKE CUSTODY OF SAMPLES AND DELIVER TO A CERTIF100 ENVIRONMENTAL LA6, ALL TESTING SHALL BE AT THE EXPENSE OF THE CONTRACTOR. W 1 WATER SYSTEM CONSTRUCTION NOTES CENTER METER BOX BOULEVARD 4.50' 4 IN BOULEVARD 5' SIDEWAL 514' STEEL T—POST 10.00 UTILITY EASEMENT 1.00' 9" RADIUS MUELLER SERIES 300 BALL STYLE CURB STOP VALVE NOTES' 1. %" -r SERVICES SHALL BE INSTALLED WITH BR2 SERIES SERVICE SADDLES AND PE SERVICE LINE. 2. 4" AND LARGER SERVICES SHALL BE INSTALLED WITH A ROMAC 55-111 STAINLESS STEEL TAPPING SLEEVE AND CLASS 1S0 PVC SERVICE LINE. 3. MUELLER H-10306 (" or 1" SERVICE) 0R MUELLER H-10310 (1 ", 1 }", OR 2" SERVICES) GST IRON EXTENSION TYPE WITH ARCH PATTERN RASE. MINIMUM LENGTH 6 EQUIPPED WITH A PROPERLY SIZED STATIONARY ROC AND A PENTAGON BRASS PLUG OR APPROVED EQUAL. 4. MULLER THERMO—COIL METER PITS WITH CENTER LOCKING COMPOSITE LIDS AND INSULATION PADS FOR SERVICES UP TO 1". MULLER EZ VAULT 0R APPROVED EQUAL WITH CENTER LOCKING COMPOSITE LIDS AND INSULATION PADS FOR SERVICES LARGER THAN 1 W2 WATER SERVICE CONNECTION DETAIL 163 Click to Return to Index Standard Details — Water System 3w INSTALL TONING WIRE IN 1" CONDUIT WITH AN L8 ENCLOSURE AT THE TOP_ 2 FT MIN TO SIDEWALK RED MUELLER SUPER ir CENTURION 250 FIRE HYO WITH 5" STORZ ADAPTE TO FACE STREET 2 FT MIN REPLACE EX. CURB TO MATCH EXISTING GRADE AND ALIGNMENT TYPICAL VALVE 000 COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS PROVIDE TRENCH BACKFILL PER CITY OF KALISPELL TYPICAL UTILITY TRENCH DETAIL TONING WIRE MIN. } CY OF WASHED GRAVEL WEEP HOLE, MIN 2" ABOVE ALL BLOCKING CAST IRON. 3 PIECE SLIP VALVE BOX, TYLER 6565 SERIES, OR APPROVED EQUAL MARKED WATER 6" MUELLER RESILIENT WEDGE MJ GATE VALVE MJ x SWIVEL TEE, SEE PLAN FOR SIZE CONCRETE THRUST BLOCK PER SCHEDULE 24" MIN 0 La CONCRETE THRUST BLOCK, MIN. 2 50. FT. DEARING SURFACE CONCRETE SEARING BLOCK,' MIN. 2'x2', 6" CONCRETE THRUST BLOCK PER SCHEDULE STANDARD FIRE HYDRANT DETAIL CONCRETE VALVE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS SET VALVE BOX DEPTH IN ACCORDANCE TO MPWWS STANDARD DRAWING DETECTABLE WARNING TAPE, MIN. 3" IN WIDTH, APWA COLORS TONING WIRE CAST IRON. 3 PIECE SLIP VALVE BOX, TYLER 6865 SERIES. 0R APPROVED EQUAL MARKED WATER MUELLER SERIES A-2360 RESILIENT WEDGE MJ GATE VALVE, WITH STANDARD SQ. WRENCH NUT SEE PLAN FOR SIZE I CL 150 WATER MAIN, SEEPLAN FOR SIZE, SHALL CONFORM TO AWWA C-900 OR MMA 0-905 FOR PIPE > 12" DIA CONCRETE THRUST BLOCK PER SCHEDULE W.a TYPICAL MJ GATE VALVE SECTION DETAIL 164 Click to Return to Index r DACKFILL PER TYPICAL TRENCH SECTION Standard Details — Water System 45' MJ BEND WITH MEGALUG AND THRUST BLOCK, TYPICAL OF 4 BACKFILL UNDER PIPE WITH FLOWABLE FILL EXISTING SANITARY OR STORM SEWER MMN CL 150 PVC WATER MAIN. SEE PLAN FOR SIZE TYPICAL THRUST BLOCK PER SCHEDULE VERTICAL THRUST BLOCK WITH ANCHOR REBAR BEDDING PER TYPICAL TRENCH SECTION W.5 WATER MAIN LOWERING SECTION DETAIL "B" REBAR ANCHOR NOTE: 1. COAT RODS WITH A BITUMASTIC NO. 50 COATING OR EQUAL, 2. PRESSURES SHOWN ARE MAXIMUM WORKING PRESSURES IN THE SYSTEM STANDARD THRUST BLOCK DIMENSIONS ANCHOR ROD VALVE 100 P51 150 P51 200 P51 1 250 P51 300 P51 2,_0"2'-0"2-7' 3 4" 3" & 8 2'-0"2-0' 2'-0" 2'-0"2'-0'2'-0" 2'-0,•2,_0"2'-0' 2'-0"'2'-0.2-0" 3/4" 10" 2'-0" 2'-0" 2'-0" 2.-6. 2,_6" 2,_0„ 2'-0" 2'-6" 2'-6" 3' 0" 3' 0" 3' 0"I 3'-7" 3,_0" 3,_0" 3/4" 12" 2'-3"2-0" 2'-0" 3'-0„3,_0•,2,_6„ 3,_5.3,_O"3,_0„ 4' 3"3' 0"3' 0" 5' 1••3,_0,•3,_0" 1 1/8" 16” 3,_0,3'-0"2'-11" 4,_4•,3,_0,•3,_0" 4'-1"4'-0"4'-0" '5' 1"4' 0"4' 0". 6' 1•,4,_0,•4• 0" 1 3/8" 24" 4,_4.4• 0 4'-0" 6'-5. 4.-0" 4.-0" 6.-6" 5,_0"5'-0" 6.-5" 6' 0"6' 0" 7.-8" 5. 0"6' 0" 0, THRUST BLOCKING FOR WATER MAIN VALVES (MPWSS SD No. 02660.3) 165 Click to Return to Index Standard Details — Water System UNDISTURBED EARTH REDUCER So 1 TEE TEE (Plugged) BEND NOTES: 1. THESE TABLES ARE BASED ON 150 PSI MAIN PRESSURE & 2000 PSF SOIL BEARING PRESSURE_ 2_WRAP ALL FITTINGS WITH POLYETHYLENE. L/2 NEW PIPE 18" MIN EXISTING PIPE CROSSING (MPWSS SD N. 02660-1) LQ 18" MIN® L/2 EXISTING PIPE ilf-TNEW PIPE WATER MAJN NO VERTICAL REQUIREMENT SEWER MAIN 10' 0 PARALLEL ARRANGEMENT NOTE: 0 SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL 10 REQUIRED FOR A DISTANCE LESS THAN 10 FEET BETWEEN WATER AND SANITARY SEWER. 0 ND EXCEPTION TO THE PIPE SEPARATION REQUIREMENT 15 PERMITTED WHEN THE SEWAGE PIPE IS A FORCEMAIN, AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THAT BOTH JOINTS WILL BE AS FAR FROM THE FORCEMAIN AS POSSIBLE. 03 LESS THAN 19" OF SEPARATION 15 PERMITTED WHEN THE GRAVITY SEWER AT THE CROSSING 15 MADE FROM ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE 15 APPROXIMATELY 901. SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL IS REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18" BETWEEN WATER MAIN AND SANITARY SEWER. "L" 15 A LENGTH OF PIPE AS SUPPLIED BY THE MANUFACTURE. ADEQUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL BE PROVIDED - W$ WATER MAIN AND SEWER MAIN SEPARATION (MPWSS SD No. 02660-2) 166 Click to Return to Index STANDARD DIMENSIONS FOR THRUST BLOCKING TEES & PLUGS 90' BEND 45' BEND & ODES REDUCERS & 22' BIND FITTING SIZE A B A B A B A B 4" 1•-7" 1' 2" 1'-9" 1'-6" 1'-8" 5'_10" 1'-7" O' 6" 6" 8" 2.-8" 2,-6" 3•-2" 3•-0" 2.-5" 5'-1" 1.-9" 1.-8" 10" 3'-(1" 3'-3" 4'-0" 3'-I O" 3'-0" 2'-9" 2'-2" 1'-11" FOR WATER - MAIN FITTING _ BLOCKING nTHRUST L/2 NEW PIPE 18" MIN EXISTING PIPE CROSSING (MPWSS SD N. 02660-1) LQ 18" MIN® L/2 EXISTING PIPE ilf-TNEW PIPE WATER MAJN NO VERTICAL REQUIREMENT SEWER MAIN 10' 0 PARALLEL ARRANGEMENT NOTE: 0 SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL 10 REQUIRED FOR A DISTANCE LESS THAN 10 FEET BETWEEN WATER AND SANITARY SEWER. 0 ND EXCEPTION TO THE PIPE SEPARATION REQUIREMENT 15 PERMITTED WHEN THE SEWAGE PIPE IS A FORCEMAIN, AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THAT BOTH JOINTS WILL BE AS FAR FROM THE FORCEMAIN AS POSSIBLE. 03 LESS THAN 19" OF SEPARATION 15 PERMITTED WHEN THE GRAVITY SEWER AT THE CROSSING 15 MADE FROM ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE 15 APPROXIMATELY 901. SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL IS REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18" BETWEEN WATER MAIN AND SANITARY SEWER. "L" 15 A LENGTH OF PIPE AS SUPPLIED BY THE MANUFACTURE. ADEQUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL BE PROVIDED - W$ WATER MAIN AND SEWER MAIN SEPARATION (MPWSS SD No. 02660-2) 166 Click to Return to Index Standard Details — Water System BUILDING FRONT 1.13 E ACCEPTABLE STANDARD UNACCEPTABLE STANUARU UNACCEPTABLE STAN CARD SERVICE LINE/FIRE SERVICE LINE DETAIL EX. WATER MAIN. SEE PLAN FOR SIZE AND MATERIAL UNDISTURBED TRENCH EXCAVATION MUELLER SERIES A-2365 RESILIENT WEDGE MJ x FL GATE VALVE, WITH STANDARD S0. WRENCH NUT. ALL FLANGE BOLTS SHALL BE COR -BLUE OR COR -TEN, SEE PLAN FDR SIZE CONCRETE THRUST BLOCK ROMAC MODEL 55T TAPPING SLEEVE, SEE PLAN FOR SIZE PIPE BEDDING TRENCH PER TYPICAL TRENCH SECTfON DETAIL CONCRETE SUPPORT BLOCK WATER MAIN TAPPING SADDLE 167 Click to Return to Index Standard Details — Water System WATER SYSTEM CONSTRUCTION NOTES, 1. THRUST BLOCKING 15 REQUIRED AT ALL TEES. BENDS. CAPS. WATER MAIN VALVES. AND FIRE HYDRANTS IN ACCORDANCE WITH MONTANA PUBUC WORKS STANDARD SPECIFICATIONS. 2- WATER MAINS SHALL BE INSTALLED WITH 12 GAUGE SOUO CORE COPPER TONING WIRE WITH HDPE OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL BE TAPED TO THE TOP OF THE WATER MAIN AT INTERVALS N0 MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL FIRE HYDRANT LOCATIONS. TONER WIRE SHALL BE ROUTED UP BEHIND EACH HYDRANT WITH THE LAST 3 FEET OF THE WIRE BELOW THE SURFACE BEING ENCLOSED IN 1 INCH CONDUIT. TONER WIRE SHALL BE ACCESSIBLE WITH 3 FT OF EXCESS TO CONNECT WITH TONING EQUIPMENT. 3. ALL. IRON FITTINGS AND METAL PARTS SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT. 4. CONCRETE COLLARS SHALL BE INSTALLED AT WATER VALVE 1305 R15ERS AND MANHOLE RING AND CASTINGS. SEE CITY OF KALISPELL STANDARDS FOR CONSTRUCTION. 5- TEMPORARY WATER SERVICES SHALL BE SUPPLIED DURING CONSTRUCTION WHEN WATER SERVICE WILL BE INTERRUPTED FOR MORE THAN FOUR (4) HOURS- A TEMPORARY WATER SERVICE PLAN SHALL BE SUBMITTED TO AND APPROVED BY THE CITY PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL TEMPORARY WATER SERVICES SHALL COMPLY WITH MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY DESIGN CIRCULAR 1. 6. CONTRACTOR SHALL PERFORM HYDROSTATIC LEAK TESTING IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS A5 MODIRED BY CITY SPECIAL PROVISION 02660- 7. ALL NEW, CLEANED OR REPAIRED WATER MAINS SHALL BE FLUSHED AND DISINFECTED IN ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS AS MODIF100 BY CITY SPECIAL PROVISION 02660. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO TAKE ALL BAC -1 TESTS UNDER THE SUPERVISION OF CITY STAFF. AFTER SAMPLE COLLECTION THE CRY SHALL TAKE CUSTODY OF SAMPLES AND DELIVER TO A CERTIFIED ENVIRONMENTAL LAB. ALL TESTING SHALL BE AT THE EXPENSE OF THE CONTRACTOR. 8- WATER SERVICES SHALL NOT BE RISTALLED LESS THAN 36 INCHES BELOW FINAL GRADE ON PRIVATE PROPERTY, OR AT A MINIMUM OF 6 INCHES BELOW KNOWN FROST LEVELS, WHICHEVER 15 GREATER. W 1 WATER SYSTEM CONSTRUCTION NOTES CENTER METER BOX 9' 5' SIDEWALK L9" RADIUS NOTES 1. 32 - 2" SERVICES SHALL BE INSTALLED WITH BR2 SERIES SERVICE SADDLES AND PE 210910E LINE_ 2. 4" AND LARGER SERVICES SHALL BE INSTALLED WITH A ROMAC SSTIII STAINLESS STEEL TAPPING SLEEVE AND CLASS 150 PVG 5ER1ICE LINE. 3. MUELLER H-10306 (Y`" 04 1" SERVICE) OR MUELLER H-12310 (I ]", 1 }, OR 2" SERVICES) CAST IRON EXTENSION TYPE WITH ARCH PATTERN BASE, MINIMUM LENGTH 6 }', EQUIPPED WITH A PROPERLY SIZED STATIONARY ROD AND A PENTAGON BRASS PLUG OR APPROVED EQUAL. 4. MULLER THERMO—COIL METER PITS WITH SIDE LOCKING COMPOSITE LIDS AND INSULATION PADS FOR SERVICES UP TO 1". MULLER EZ VAULT OR APPROVED EQUAL WITH SIDE LOCKING COMPOSITE LIDS AND INSULATION PADS FOR SERVICES LARGER THAN I" MUELLER SERIES 300 BALL STYLE CURB STOP VALVE 5)3 STEEL T—POST 10.00' UTILITY EASEMENT 1-00' W2 WATER SERVICE CONNECTION DETAIL 168 Click to Return to Index INSTALL TONING WIRE IN 1" CONDUIT WITH AN LB ENCLOSTJRE AT THE TOP, Standard Details — Water System r RED MUELLER SUPER / CENTURION 250 FIRE 1-155 sit WITH 5" STORZ ADAPTET TO FACE STREET 2 FT MIN TO SIDEWALK JIIIIIIII 2 FT MIN t TONING WIRE MIN.} CY OF WASHED GRAVEL WEEP HOLE, MIN 2' ABOVE ALL BLOCKING CONCRETE THRUST BLOCK, MIN. 2 50. FT, BEARING SURFACE W.3 REPLACE EX. CURB TO MATCH EXISTING GRADE AND ALIGNMENT TYPICAL VALVE BOX COLLAR PER CITY OF KALISPELL CONSTRUCT€ON STANDARDS PROVIDE TRENCH BACKFILL PER CqY OF KALISPELL TYPICAL UTILITY TRENCH DETAIL d.�. r✓ `� Iwwws CONCRETE BEARING BLOCK, MIN. 2',2'x6" CAST IRON, 3 PIECE SLIP VALVE BOX. TYLER 6865 SERIES. OR APPROVED EOOAL MARKED WATER 6" MUELLER RESILIENT WEDGE MJ GATE VALVE M3 x SWIVEL TEE, SET PLAN FOR SIZE CONCRETE THRUST BLOCK PER SCHEDULE CONCRETE THRUST BLOCK PER SCHEDULE STANDARD FIRE HYDRANT DETAIL CONCRETE VALVE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS SET VALVE BOX DEPTH IN ACCORDANCE TO MPWW5 STANDARD DRAWING Iw 6 L L S` R RA RF DETECTABLE WARNING TAPE, MIN. 3" IN WIDTH, APWA COLORS TONING WIRE -s 5' MAO CAST IRON. 3 PIECE SLIP VALVE BOX. MARKED WATER MUELLER SERIES A-2360 RESILIENT WEDGE Md GATE VALVE, WITH STANDARD 50. WRENCH NUT SEE PLAN FOR SIZE 111��<<,�����I�Im CL 150 RATER MAIN, SEE PLAN FOR SIZE, SHALL CONFORM TO AWWA C-900 OR AWWA C-905 FOR PIPE > 12" DIA CONCRETE THRUST BLOCK PER SCHEDULE 0 TYPICAL MJ GATE VALVE SECTION DETAIL 169 Click to Return to Index Standard Details — Water System BACKFILL PER TYPICAL TRENCH SECTION 45' MJ BEND WITH MEGALUG AND THRUST BLOCK. TYPICAL OF 4 BACKFILL UNDER PIPE WITH PLOWABLE FILL EXISTING SANITARY OR STORM SEWER MAIN CL 150 PV0 WATER MAIN, SEE PLAN FOR SIZE 1111= • r TYPICAL THRUST BLOCK PER SCHEDULE 10' MIN 10' MIN VERTICAL THRUST BLOCK WITH ANCHOR DEBAR BEDDING PER TYPICAL TRENCH SECTION 0 WATER MAIN LOWERING SECTION DETAIL u NOTF 1. COAT RODS WITH A BITIJMASTIC NO. 50 COATING OR EOUAL, 2 PRESSURES SHOWN ARE MAXIMUM WORKING PRESSURES IN THE SYSTEM 51-01YDARD THRUST 6L0CK DIMENSION$ ANCHOR ROD VALVE 100 PSI 150 PSI 200 PSI 250 PSI 300 PSI . 3/4" 3" & 5'2'-0"2•-0" 2'-0" 2,_0.2,_0"2"-0" 2'-0"2•_0•,2•_0" 2'-0"2'-0"2'-0" 2'-0"2,_0"2,_7" 3/4" 10" 5-0"2'-0" 5-0" 2'-6"2'-6"2'-0" 5-9"5-6"2'-6" 3'-0"3'-0"3'-0" 3'-7"3'-0"3'-0" 3/4" 12" 2•-3"2•-0" 2'-0" 3'-0"3'-0"2'-8" 3•-5•,3•-0••3•-0" 4•-3,•3,-0"3'-0" 5'-1"3'-0"3'-0" 1" 14" 2•-3•'2•-0„ 2'-4„ 3'-5"3'-0"3'-0" 4'-6"3'-0"3'-0" 4,-0"4,-0"4'-0„ 4,-9„4•-0,•4,-0” 1 1/8" 16" 3'-0"3'-0"2'-11" 4'-4"3'-0"3'-0" 4'-1"4'-0"4'-0" 5'-1"4,-0"4'-0" 6'-1"4'-0"4'-0" 1 3/8" 24" 4'-4"4'-0" 4,-0" 6,-5.4,-0" 4'-0" 6•-6" 5'-0"5'-0" 6'-5" 6'-0" 6'-0" 7•-8" 6'-0"6'-0" w.s THRUST BLOCKING FOR WATER MAIN VALVES 170 Click to Return to Index Standard Details — Water System N0ISTURBED EARTH =VII= 111111114 TEE (Plugged) TEE REDUCER BEND NOTES: 1. THESE TABLES ARE BASED ON 150 151 MANN PRESSURE & 2000 P5F SOIL BEARING PRESSURE. 2- WRAP ALL FITTINGS WITH POLYETHYLENE, W THRUST BLOCKING FOR WATER MAIN FITTINGS 1MPWSS SO No. 02660.11 WATER MAIN NO VERTICAL. REOUIREMENT 18" MIN® 0' EXISTING PIPE CR05SiN0 SSI PARA! I FI ARRANGEMENT NOTE: 0 SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL IS REOUIRED FOR A DISTANCE LESS THAN 10 FEET BETWEEN WATER AND SANITARY SEWER. 02 NO EXCEPTION TO THE PIPE SEPARATION REQUIREMENT IS PERMITTED WTIEN THE SEWAGE PIPE IS A FORCEMAIN. AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL RE LOCATED 50 THAT BOTH JOINTS WILL BE A5 FAR FROM THE FORCEMAIN A5 P0551BLE, 0 LESS THAN 18" OF SEPARATION 15 PERK/ TED WHEN THE GRAVITY SEWER AT THE CROSSING IS MADE FROM ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE IS APPROXIMATELY 90'. SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL I5 REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18" BETWEEN WATER MAIN AND SANITARY SEWER. "L" IS A LENGTH OF PIPE A5 SUPPLIED BY THE MANUFACTURE, 5 ADEQUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL 6E PROVIDED. 0 WATER MAIN AND SEWER MAIN SEPARATION (MPWSA 80 No. U2660-4 171 Click to Return to Index STANDARD DIMENSIONS FOR THRUST BLOCKING TEES & PLUGS 90' BEND 45' BEND & WYES REDUCERS & 22' 00611 FITTING SIZE A 6 A B A B A B 6" 8" 10" 3•_4" 3'-8" 4'-0" 3'-10" 3'_O•' 2._9.. 2'_2" }._11.. 12" 4•_0.. 3'-1 Q" A,_a. 4._8" 3'_8" 3._�' 2'_7" 2._3" 14" W THRUST BLOCKING FOR WATER MAIN FITTINGS 1MPWSS SO No. 02660.11 WATER MAIN NO VERTICAL. REOUIREMENT 18" MIN® 0' EXISTING PIPE CR05SiN0 SSI PARA! I FI ARRANGEMENT NOTE: 0 SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL IS REOUIRED FOR A DISTANCE LESS THAN 10 FEET BETWEEN WATER AND SANITARY SEWER. 02 NO EXCEPTION TO THE PIPE SEPARATION REQUIREMENT IS PERMITTED WTIEN THE SEWAGE PIPE IS A FORCEMAIN. AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL RE LOCATED 50 THAT BOTH JOINTS WILL BE A5 FAR FROM THE FORCEMAIN A5 P0551BLE, 0 LESS THAN 18" OF SEPARATION 15 PERK/ TED WHEN THE GRAVITY SEWER AT THE CROSSING IS MADE FROM ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE IS APPROXIMATELY 90'. SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL I5 REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18" BETWEEN WATER MAIN AND SANITARY SEWER. "L" IS A LENGTH OF PIPE A5 SUPPLIED BY THE MANUFACTURE, 5 ADEQUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL 6E PROVIDED. 0 WATER MAIN AND SEWER MAIN SEPARATION (MPWSA 80 No. U2660-4 171 Click to Return to Index Standard Details — Water System BUILDING FRONT BUILDING FRONT ACCEPTABLE STANDARD 11NACCEPTABLE STANDARD UNACCEPTABLE STANDARD W.9,- SERVICE LINE/FIRE SERVICE LINE DETAIL EX. WATER MAIN, SEE PLAN FOR SIZE AND MATERIAL UNDISTURBED TRENCH EXCAVATION "�Poojtar CONCRETE THRUST BLOCK I!1 L MUELLER SERIES A-2360 RESILIENT WEDGE MJ y FL GATE VALVE, WITH STANDARD S0. WRENCH NUT. ALL FLANGE BOLTS SHALL BE COR—BLUE OR COR—TEN. SEE PLAN FOR SIZE flI1IiI: 111 aiev .-vr_pmt-C'i='YMO''QT'0i.', ROMAC MODEL SST TAPPING SLEEVE. SEE PLAN FOR SIZE PIPE BEDDING TRENCH PER TYPICAL TRENCH SECTION DETAIL CONCRETE SUPPORT BLOCK WATER MAIN TAPPING SADDLE 172 Click to Return to Index Standard Details — Sanitary Sewer System Standard Details - Sanitary Sewer System SANITARY SEWFR SYSTEM CON57RUCTION NOTES' 1, ROOF DRAINS, FOUNDATION DRAINS, STORM SEWERS, SUMP PUMPS A<10 OTHER CLEAN WATER CONNECTIONS 70 THE SANITARY SEWER ARE STRICTLY PROHIBITED. 2. GRAVITY SANITARY SEWER SHALL BE SDR 35 PVC SEWER PIPE CONFORMING TO ASTM D-3034, PIPES SHALL BE CONSTRUCTED MEETING THE MINIMUM PIPE SLOPE REQUIREMENTS OF MONTANA DEO CIRCULAR 2_ 3. ALL PIPE SHALL BE CAPPED OR PLUGGED AT THE END OF EACH WORK DAY. 4. ALL MANHOLES AND FORCEMAIN VALVE BOXES SHALL HAVE A CONCRETE COLLAR PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION, 5. SEWER FORCEMAINS SHALL BE INSTALLED WITH A 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE OR HMWPE INSULATION APPROVED 8Y THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SMALL BE TAPED TO THE TOP OF THE SEWER FCRCEMAIN AT INTERVALS OF NO MORE THAN 5 F. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL VALVE BOXES. LIFT STATIONS. AND AT MARKER POSTS. TONER WIRE SHALL BE ACCESSIBLE AT THE SURFACE WITH A MINIMUM 3 FEET OF EXCESS WIRE, 6- ALL WATER AND SEWER CROSSINGS SHALL DE MADE AT PERPENDICULAR ALIGNMENTS_ A MINIMUM OF 15 INCHES OF OUTSIDE PIPE WALL SEPARATION MUST BE MAINTAINED, A MINIMUM OF ID FEET OF HORIZONTAL SEPARATION MUST ME BE MAINTAINED BETWEEN SANITARY SEWER AND POTABLE WATER MAINS. 7. 7HE TERMINAL ENO OF ALL SERVICE STUBS SHALL BE MARKED WITH METAL 'T" POST AS INDICATED IN THE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION_ B. ALL GRAVITY SANITARY SEWER MAIN SHALL BE LAID UPSTREAM WITH THE SPIGOT ENDS POINTING DOWNSTREAM. ALL PIPES SHALL RE SET AT CONSTANT GRADE ANO ALIGNMENT BETWEEN MANHOLES. 9. SANITARY SEWER PIPE LINE AND APPURTENANCES SHALL BE CLEANED AND TESTED UPON COMPLETION OF BACKFILL OPERATIONS. ALL TESTING SHALL BE UNDER THE SUPERVISION OF THE PROJECT ENGINEER AND REPRESENTATIVE OF THE CII' OF KALISPELL PUBLIC WORKS DEPARTMENT. SEWER SYSTEM CONSTRUCTION NOTES NOTES. I. SLOPE ALL SHELVES TO CHANNEL AT 1" PER FOOT 2. SEE PLAN -PROFILE SHEETS FOR SLOPE OF CHANNEL. TYPICAL MANHOLE CHANNEL DETAIL 173 Click to Return to Index Standard Details — Sanitary Sewer System TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS MANHOLE RENS AND CASTING, SEE SA.9, OR APPROVED EQUAL 24" OPENING REUNER INSIDE DROP BOWL SECURED WITH STAINLESS STEEL FASTENERS 12" I^ MAX. L RADIUS QF SLOPE SHELF AT I MANHOLE V INCH PER 1 FT CHANNEL SHALL CONFORM TO SECTION 6.1.5E SECTION A -A ADJUSTING RINGS 2" MIN. - 12" MAX ECCENTRIC CONE SECTION PRECAST CONCRETE MANHOLE MEETING ASTM 0478 EXTERIOR RUBBERIZED J01NT SEALS EXTERNAL PIPE COUPLER REUNER STAINLESS STEEL PIPE BRACKET SECURED TO STRUCTURE 12' WITH TWO STAINLESS BOLTS. eV Mpg, INTERVALS, MINIMUM 2) • DEFLECTION 7/ J01NT, TYPICAL • DEFLECTION JOINT, TYPICAL MANHOLE NOTES 1. ECCENTRIC MANHOLES REQUIRED ON ALL 4 FT DIAMETER MANHOLES GREATER THAN 5 FT IN OVERALL HEIGHT UNLESS SPECIFIED OTHERWISE. 2. ALL JOINTS BETWEEN MANHOLES SECTIONS, ADJUSTING RINGS, MANHOLE RING AND TOP SECTION, AND AROUND ALL SEWER PIPE IN MANHOLE SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL BE "RAM-NEK" OR EQUAL FOR ALL JOINTS EXCEPT BETWEEN SEWER PIPE AND MANHOLE WALL. 3. FIELD SET COVER TO GRADE WHEN MANHOLE IS LOCATED WITHIN A STREET OR ALLEY. 4- SHELVES SHALL SLOPE AT 1' PER FOOT TOWARD CHANNEL. 5. SEE 6-1.8.0 OF STANDARDS sAs SANITARY SEWER MANHOLE DETAIL 174 Click to Return to Index Standard Details — Sanitary Sewer System PROPERTY LINE 5 METAL '7" POST, MIN. 3' BURIED AND 2' ABOVE GROUND, PAINT GREEN SANITARY SEINER MAIN 45' ELBOW COMPACTED BACKFILL PVC BELL AND SPIGOT PIPE, MIN. 4", MIN SLOPE 1/4' PER 12" INSERTA-TEE AS APPROVED BY PUBLIC WORKS FOR EXISTING INSTALLATFGNS NOTES, 1- NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES_ WOOD2" x 4" SERVICE LINE CAP PIPE BEDDING 6' ABOVE AND BELOW PIPE TYPICAL SANITARY SERVICE TO EXISTING MAIN SANITARY SEWER MAIN 5' METAL "T" POST, MIN- 3' BURIED ANC, 2' ABOVE GROUND, PAINT GREEN EXTEND BEYOND PROPERTY LINE AND UTILITY EASEMENT 45' ELBOW ttO COMPACTED BACKFILL PVC BELL AND SPIGOT PIPE, MIN. 4", MIN SLOPE 1/4" PER 12" IN LINE WYE FOR NEW INSTALLATIONS, AS APPROVED BY ENGINEER FOR EXISTING INSTALLATIONS NOTES, 1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES. WOOD 2" x 4" SERVICE LINE PLUG OTYPICAL SANITARY SEWER SERVICE STUB—OUT sA..s 175 Click to Return to Index Standard Details — Sanitary Sewer System M S A E N WH E R L E TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR, MARKED SEWER 36" MAX TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS. REFOREE DIGGING IN THIS AREA CALL NOTES: 1. SEWER TRIVIEW MARKER POSTS SHALL BE INSTALLED FOR ALL MANHOLES LOCATED OUTSIDE OF PAVED OR GRAVEL AREAS. 5A6 TYPICAL SEWER MANHOLE MARKER POST TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION ST4NR.,RDS COIL TONING WIRE TO INTERIOR of VALYL pox DETECTABLE WARNIN' N WIOTH 1l Il• IAr L, MIN . APWA COLORS 5' MAX CAST IRON. 3 PIECE SLIP VALVE BOX, TYLER 6865 SERIES. OR APPROVED EQUAL MARKED SEWER RESILIENT SEAT. ECCENTRIC PLUG VALVE, MTH STANDARD SO. WRENCH NUT, SEF PLAN FOR SIZE a wmw!&r w5g sv. � l 5 ate. vy: ,% n-0 r,. :lase Rs. R - ...� SANITARY SEWER FORCEMAIN, NOTES. 1. VALVES 6" AND LARGER SHALL HAVE WORM GEAR REDUCTION ACTUATOR WITH 2" SQUARE NUT. 2. VALVES INSTALLED WITH WORM GEAR SHALL FLOW ENTERING SEAT END OF VALVE AND THE PLUG BEING UP IN OPEN POSITION, TYPICAL FORCEMAIN VALVE SECTION DETAIL 176 Click to Return to Index Standard Details — Sanitary Sewer System CHIMNEY SEAL COAT ALL INTERIOR SURFACES OF CONCRETE MANHOLE WITH 10010 SOLIDS HIGH BUILD CHEMICAL RESISTANT EPDXY TO RESIST HYDROGEN SULFIDE ATTACK AS APPROVED BY PUBLIC WORKS EXTERIOR RUBBERIZED JOINT SEALS STAINLESS STEEL PIPE ANCHOR, DRILL INTO CONCRETE AND EPDXY NR VENT RISER FLEXIBLE JOINT BOOT CONCRETE RETRAINING COLLAR FOR HDPE FORCEMAINS FORCEMAIN 3 DR 11 HOPE FIFE, OR COATED DI PIPE FLEXIBLE JOINT BOOT CONCRETE RETRAINING COLLAR FOR HOPE FORCEMAINS 45' BEND WITH PLAIN END, ROTATE IN DIRECTION OF FLOWLINE 6" OF 3" MINUS CRUSH COMPACTED FORM SMOOTH CONCRETE CHANNEL TO MANHOLE OUTFALL OFORCEMAIN DISCHARGE MANHOLE DETAIL 1" LEITERINC (RECESSED ELGSH) ) (2) PICKHOLES {SEE DETWL) 25 3/4" 1" LETTERING (RECESSED FLUSH) I 1 7/B. COVER BACK 1 1/2" 2 3/4" 1 1/2" COVER SECTION PICKHOLE DETAIL SANITARY MANHOLE COVER EJUWiW 800 636 4663 WOE IW 1131 PRODUCT NUMBER 00377163 CATALOG MUMWR 3771A1 MANHOLE COVER LOAD RARNG HEAVY DUTY UNOIPPEC MATERIAL SPECIFlGEION mvERns� n¢ra1F0cuse OPEN PEEN t 064GNsus1E6 8CE400x+00 REA PPPIV GAM O OklE 07/03/08 D60 101500 DATE REF£RENCE WOW. N 00377 20-12 00377 61,L0 00377 7110 .983 e � Ye;C gl ex6 114 R°e $$; 177 Click to Return to Index Standard Deail — Sanitary Sewer SyS@m SANITARY SEWER 0 EXTEND TO z 0 EE 7 `® e % u CC §k\ e > 8/ /§}\/�CO\C� (MUST EXTEND TO 18° z ri Ob \ \\\�} 0�\O ::uus - Q_ -Q 50-0 TYPICAL EXTERIOR GREASE INTERCEPTOR 178 Click to Retum to Index Standard Details — Sanitary Sewer System �1n NTERCEPTOR 179 Click to Return to Index Standard Details — Sanitary Sewer System 0 V w W O LL 0 2 44 ¢ ~ W a a 2 LA w V E LALA, 0 r rn J �-^ o ¢ N =z d i m oY m w mwa o o >p U¢ W ¢� �za w aw a �� Z �z a z� c� Oz a Wm wz 3 Wow 0 z N a. 0 rnE ¢w p z� o=z Env) ai 0 r s ~w da wm� z ��on ▪ m, -m - w?ti (w]U 1~11° 2 dd z NL F w¢ 30 2 z .7,E- O o ¢ z� z d azo zZ u, o=m = no a vi �a w. N� w¢ www 0m ^m ao Na z waa.� gN 'V m. �4N KE » �O° G IF w JU' Vw z w OZ OH F 7S� wr �� Zo1 r zz WE 01 O • ¢ ¢¢ CO-1 Vi2 wKd ¢W MM 0 H¢ �w �Wl~/1 w0 ¢ m0 W V ¢ ¢ jm a r v z z E �i ooh 4 wa m ww a �o pN w� ¢ow ¢ ww w » a VI' Z H F2 U >-.0 z WV a L w Z mmr o O x x O p o Zaa 0 m- Pg' �aawo ¢Zw W,a_� NdKZ 2,u 0 W Z$ a d W > O a !n - i 4 3$$ E O ¢a° <T F wQ Faa~z O W ~ 1n Z U�U O�aJ Zama U °zz ~IZ ..a-.. 1!1 w �c�° ¢c+wm g°wcs }aa -o 1a„�o 'ca�� �za� owU awc,o u],H ozo,0 woz 00000 a4 as La OCiow OLILL, F~J a- w W 4UOw Ea Z 1i wV0 a I-, 0- wwU_._.[5_.r aw 81 Qow x005 .in(.,, i --nn n a ,�w¢ �aa¢a a moa 1TUmm �ac�r 0,Tza, ¢wrau� ?cn main c�zvi 4 O 0 a -N 0-c,410CCr N o- N N ..i4 66 r` .60 co a' 0 1- oesa w 0 w H z J_ 0 0 V! w Q w iY 0 rr 0 w 1- X w f/) J Q w 2 oesz 0 w a w J a 2 Q 0) 180 Click to Return to Index Standard Deail — Sanitary Sewer SyS@m 181 Click to Return to Index I Standard Details — Sanitary Sewer System + 6' CHAIN UNK+ + + + SECURITY FENCE + + WET + WELL VENT VENT CON ROL PANFI HEATER jiELECTRIC METER W I-ALUDAY HATCH -41 MIN MIN • DRIVEWAY APPROACFF�. NOTES' I. PROVIDE A MINIMUM OF 3' OF CLEARANCE BETWEEN PUMPS AND CONTROLS TO INFERIOR WALLS ANO APPURTENANCES (HEATER, AUTOMATIC TRANSFER SWITCH, ETC_) 2. SEE SECTIONS 6.1.7 AND 6-2-9 FOR SPECIFIC DESIGN AND CONSTRUCTION REQUIREMENTS. 3. BUILDING SHALL MEET BUILDING CODES AND BE SUBMITTED TO ARCHITECTURAL REVIEW COMMITTEE, IF REQUIRED. 4. BUILDING COLORS AND ALTERNATIVE ARCHITECTURAL FINISHES SHALL BE APPROVED BY THE CK PWD. LIFT STATION SITE STANDARD DETAIL 182 Click to Return to Index Standard Details — Sanitary Sewer System SANITARY SEWER SYSTEM CONSTRUCTION TION NOTFOj 1. ROOF DRAINS, FOUNDATION DRAINS, STORM SEWERS, SUMP PUMPS AND OTHER CLEAN WATER CONNECTIONS TO THE SANITARY SEWER ARE STRICTLY PROHIBITED_ 2. GRAVITY SANITARY SEWER SHALL BE 50R 35 PVC SEWER PIPE CONFORMING TO ASTM D-3034. PIPES SHALL BE CONSTRUCTED MEETING THE MINIMUM PIPE SLOPE REQUIREMENTS OF MONTANA DEC; CIRCULAR 2. 3. ALL PIPE SHALL BE CAPPED OR PLUGGED AT THE END OF EACH WORK DAY. 4. ALL MANHOLES AND FORCEMAIN VALVE BOXES SHALL HAVE A CONCRETE COLLAR PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION. 5. SEWER FORCEMAINS SHALL BE INSTALLED WITH A 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE 511ALL BE TAPED TO THE TCP OF THE SEWER FORCEMAIN AT INTERVALS OF N0 MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE SURFACE AT ALL VALVE BOXES, UFT STATIONS. AND AT MARKER POSTS, TONER WIRE SHALL BE ACCESSIBLE AT THE SURFACE WITH A MINIMUM 3 FEET OF EXCESS WIRE. 6. ALL WATER AND SEWER CROSSINGS SHALL BE MADE AT PERPENDICULAR ALIGNMENTS. A MINIMUM OF 18 INCHES OF OUTSIDE PIPE WALL SEPARATION MUST BE MAINTAINED. A MINIMUM OF 10 FEET OF HORIZONTAL SEPARATION MUST ME BE MAINTAINED BETWEEN SANITARY SEWER AND POTABLE WATER MAINS. 7, THE TERMINAL END OF ALL SERVICE STUBS SHALL BE MARKED WITH METAL 'T' POST A5 INDICATED IN THE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION. 8. ALL GRAVITY SANITARY SEWER MAIN SHALL BE LAID UPSTREAM WITH THE SPIGOT ENDS POINTING DOWNSTREAM. ALL PIPES SHALL BE SET AT CONSTANT GRADE AND ALIGNMENT BETWEEN MANHOLES, 9. SAN1rARY SEWER PIPE LINE AND APPURTENANCES SHALL BE CLEANED AND TESTED UPON COMPLETION OF BACKFILL OPERATIONS. ALL TESTING SHALL BE UNDER THE SUPERVISION OF THE PROJECT ENGINEER AND REPRESENTATIVE OF THE CITY OF KALISPELL PUBLIC WORKS DEPARTMENT. 10. SANITARY SERVICES SHALL NOT BE INSTALLED LESS THAN 35 INCHES BELOW FINAL GRADE ON PRIVATE PROPERTY, OR AT A MINIMUM OF 6 INCHES BELOW KNOWN FROST LEVELS, WHICHEVER IS GREATER. SEWER SYSTEM CONSTRUCTION NOTES NOTES: 1. SLOPE ALL SHELVES TO CHANNEL AT 1" PER FOOT 2. SEE PLAN -PROFILE SHEETS FOR SLOPE OF CHANNEL. TYPICAL MANHOLE CHANNEL DETAIL 183 Click to Return to Index Standard Details — Sanitary Sewer System 3 f0 EITS 0 N TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS MANHOLE RING AND CASTING, SEE SA.9, OR APPROVED EQUAL CHIMNEY SEAL 24" OPENING C7 48" SLOPE SHELF AT 1 INCH PER 1 FT CHANNEL SHALL CONFORM TO SECTION 61.5E SECTION A -A ADJUSTING RINGS 2" MIN. - 12" MAX ECCENTRIC CONE SECTION PRECAST CONCRETE MANHOLE ..//- MEETING ASTM 0478 • EXTERIOR RUBBERIZED JOINT SEALS RELINER INSIDE DROP BOWL SECURED WITH STA NLESS STEEL FASTENERS BOOTED OR GASKETED CONNECTION, GROUTED SMOOTH INSIDE DEFLECTION JOINT. TYPICAL 12" MAX. EXTERNAL PIPE COUPLER RELINER STAINLESS STEEL PIPE BRACKET SECURED TO STRUCTURE WITH TWO STAINLESS BOLTS. (4' INTERVALS, MINIMUM 2) • DEFLECTION JOINT, TYPICAL LEVELING COURSE MANH9LE NOTES: 1. ECCENTRIC MANHOLES REQUIRED ON ALL 4 FT DIAMETER MANHOLES GREATER THAN 5 FT IN OVERALL HEIGHT UNLESS SPECIFIED OTHERWISE. 2. ALL JOINTS BETWEEN MANHOLES SECTIONS. ADJUSTING RINGS, MANHOLE RING AND TOP SECTION. AND AROUND ALL SEWER PIPE IN MANHOLE SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL BE "RAM-NEK" OR EQUAL FOR ALL JOINTS EXCEPT BETWEEN SEWER PIPE AND MANHOLE WALL. 3. FIELD SET COVER TO GRADE WHEN MANHOLE IS LOCATED WFTHIN A STREET OR ALLEY. 4. SHELVES SHALL SLOPE AT 1" PER FOOT TOWARD CHANNEL. 5. SEE 6.1.5.E OF STANDARDS OFSANITARY SEWER MANHOLE DETAIL 184 Click to Return to Index Standard Details — Sanitary Sewer System PROPERTY LINE 5' METAL 'T" POST. MIN. 3' BURIED AND 2' ABOVE GROUND, PAINT GREEN SANITARY SEWER MAIN COMPACTED BACKFILL WOOD 2" K 4" PVC DELL AND SPIGOT PIPE, MIN. 4', MIN SLOPE 1/4' PER 1NSERTA-TEE AS APPROVED BY PUBLIC WORKS FOR EXISTING INSTALLATIONS NOTES: 1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES. 2" SERVICE LINE CAP PIPE BEDDING 6' ABOVE AND BELOW PIPE sA.e TYPICAL SANITARY SERVICE TO EXISTING MAIN - - 185 Click to Return to Index Standard Details — Sanitary Sewer System 3 f0 EITS 0 V SANITARY SEWER MAIN 5' METAL "r POST, MIN. 3' BURIED AND 2' ABOVE GROUND, PAINT GREEN EXTEND BEYOND PROPERTY LINE AND UTILITY EASEMENT 45' ELBOW COMPACTED BACKFILL WOOD 2" k 4" PVC BELL AND SPIGOT PIPE, MIN. 4', MIN SLOPE 1/4" PER 12" SERVICE LINE PLUG IN LINE WYE FOR NEW INSTALLATIONS. AS APPROVED BY ENGINEER FOR EXISTING INSTALLATIONS ROTES: 1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES. TYPICAL SANITARY SEWER SERVICE STUB -OUT 186 Click to Return to Index Standard Details — Sanitary Sewer System M S A E N WH E R L E BEFORE DIGGING IN THIS AREA CALL TRIVIEW 3 FACE FLEXIBLE MARKER POST GREEN IN COLOR. MARKED SEWER TYPICAL MANHOLE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS NOTES: 1 SEWER TRIVIEW MARKER POSTS SHALL BE INSTALLED FOR ALL MANHOLES LOCATED OUTSIDE OF PAVED OR GRAVEL AREAS. TYPICAL SEWER MANHOLE MARKER POST TYPICAL VALVE COLLAR PER CITY OF KALISPELL CONSTRUCTION STANDARDS COIL TONING WIRE TO INTERIOR OF VALVE BOA 0:411.0.0111.01:1104.0, iilatrAPZ d . 1 1'R 1 DETECTABLE WARNING TAPE, MIN. 3" iN WIDTH. APWA COLORS 5' MAX SANITARY SEWER FORCEMAIN. CAST !RCN. 3 PIECE SLIP VALVE BOX. TYLER 8855 SERIES. OR APPROVED EQUAL MARKED SEWER RESILIENT SEAT. ECCENTRIC PLUG VALVE. WITH STANDARD 50. WRENCH NUT. SEE PLAN FOR SIZE • NOTES: 1. VALVES 6" AND LARGER SHALL HAVE WORM GEAR REDUCTION ACTUATOR WITH 2" SOUARE NUT. 2. VALVES INSTALLED WITH WORM GEAR SHALL FLOW ENTERING SEAT END OF VALVE AND THE PLUG RPNG UP 15 OPEN POSITION. TYPICAL FORCEMAIN VALVE SECTION DETAIL 187 Click to Return to Index � N Y CO 15CO 0N Standard Details — Sanitary Sewer System 3 0 E CHIMNEY SEAL COAT ALL INTERIOR SURFACES OF CONCRETE MANHOLE WITH 10022 SOLIDS HIGH BUILD CHEMICAL RESISTANT EPDXY TO RESIST HYDROGEN SULFIDE ATTACK AS APPROVED BY PUBLIC WORKS AIR VENT RISER FLEXIBLE JOINT BOOT CONCRETE RETRAINING / COLLAR FOR HOPE FORCEMAINS FORCEMAIN_ { .. EXTERIOR RUBBERIZED JOINT SEALS STAINLESS STEEL PIPE ANCHOR, DRILL INTO CONCRETE AND EPDXY DR 11 HDPE PIPE. OR COATED DI PIPE 45' BEND WITH PLAIN END, ROTATE IN DIRECTION OF FLOWLINE 5" OF 3" MINUS CRUSH COMPACTED FLEXIBLE JOINT BOOT CONCRETE REFRAINING COLLAR P05 HDPE EC RCEMAINS FORM SMOOTH CONCRETE CHANNEL TO MANHOLE OUTFALL FORCEMAIN DISCHARGE MANHOLE DETAIL 1" LETTERING (RECESSED FLDSH) 25 3/4" (2) PICKHOLES (SEE DETAIL) 1' LETTERING COVER BACK (RECESSED FLUSH) 1" !' 7/8• 1 1/2' 2 3/4" 1 1/2' COVER SECTION PIC HOLE DETAIL SANITARY MANHOLE COVER 1. APPROVED SUPPLIERS OF MANHOLE COVERS INCLUDE: EAST JORDAN IRON WORKS (PRODUCT# 00377162) OLYMPIC FOUNDRY INC. (PRODUCT# 11-3803) D&L FOUNDRY INC. (PRODUCT# A-1172-37) 188 Click to Return to Index Standard Details — Sanitary Sewer System 6' CHAIN LINK . F SECURITY FENCE W WET WELL VENT a' VENT CONTROL Q5 Q H EATER HALLIDAY HATCH ELECTRIC METER GENERATOR NOTES: 1. PROVIDE A MINIMUM OF 3' OF CLEARANCE BETWEEN PUMPS AND CONTROLS TO INTERIOR WALLS AND APPURTENANCES (HEATER, AUTOMATIC TRANSFER SWITCH, ETC.) 2SEE SECTIONS 6.1.7 AND 6.2,6 FOR SPECIFIC DESIGN AND CONSTRUCTION REQUIREMENTS. 3. BUILDING SHALL MEET BUILDING CODES AND BE SUBMITTED TO ARCHITECTURAL REVIEW COMMITTEE, IF REQUIRED. 4, BUILDING COLORS AND ALTERNATIVE ARCHITECTURAL FINISHES SHALL BE APPROVED BY THE CK PWD. LIFT STATION SITE STANDARD DETAIL 189 Click to Return to Index Standard Details - Pretreatment 1111fli 4% 4 M11=ui til •' • g' ii, s�, SEE SAMPLE PORT 6 6 DETAIL PT.3 J L•.. ELEVATION VIEW PLAN VIEW NOTES: 1. INLET PIPING -SHALL BE A MINIMUM OF 3" ABOVE OUTLET PIPING. 2. 6" DIAMETER VENT SLEEVE 3. MINIMUM 24" DIAMETER OPENING WITH RING AND LID. IF IN A TRAFFIC AREA, MUST MEET H-20 LOADING REQUIREMENTS. CONCRETE LIDS ARE PROHIBITED. 4. ALL TEE PIPING SHALL EXTEND DOWN TO 507; OF THE OPERATING LEVEL. 5. ALL INTERIOR AND OUTLET PIPING SHALL BE THE SAME DIAMETER AS THE INLET PIPING. 6. PIPE SUPPORTS SEE CK STANDARD DETAIL PT.7 7. OPERATING LEVEL 8. BAFFLE WALL 9. SAMPLE PORT -T0 BE DESIGNED PER CK STANDARD DETAIL PT.3. IF IN A TRAFFIC AREA. MUST MEET H-20 LOADING REQUIREMENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER. 10. PRIMARY CHAMBER (34 TOTAL VOLUME). 11 SECONDARY CHAMBER TOTAL VOLUME). 12. ALL J01NTS SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL RE 'RAM -NEI(" OR EQUAL 13. SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR INSTALLATION REQUIREMENTS. 14, ALL UNDER SLAP] AND SUBSURFACE CONSTRUCTION PEOUIR£S DRAWINGS FROM A pROFESS10NAL_EUGINEER AND MUST BE APPROVED BY THE CITY OF KALISPELL PRIOR TO CONSTRUCTION FOR MORE INFORMATION, CONTACT THE INDUSTRIAL PRETREATMENT COORDINATOR'S OFFICE AT 406-758-7817 0 TYPICAL PRECAST CONCRETE EXTERIOR GREASE INTERCEPTOR N.T.S 190 Click to Return to Index • 1 1 INTERIOR ABOVE GRADE INTERCEPTOR INTERIOR BELOW GRADE INTERCEPTOR SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR INSTALLATION REQUIREMENTS INTERIOR GREASE INTERCEPTOR N.T.S. 191 Click to Return to Index SIDE NOTES; 1. SAMPLE PORT RING AND LID 2. INTERCEPTOR DISCHARGE LINE 3. PIPE PENETRATION (EXTEND 1" PAST THE INSIDE WALL OF THE SAMPLE PORT — MUST BE SEALED TO PREVENT LEAKS. IF USING PVC, A SADDLE MUST BE USED) 4. GROUT (SLOPED TO WASTEWATER CHANNEL — THE SAMPLE FORT MUST DRAIN COMPLETELY AND NOT HOLD WATER) 5. SAMPLE PORT DISCHARGE UNE TO CITY'S SANITARY SEWER 6. CHANNEL REQUIREMENTS: 1. ALL INTERCEPTORS ARE TO BE INSTALLED WITH A SAMPLING PORT THAT RECEIVES FLOW FROM THE INTERCEPTOR'S EFFLUENT. 2. TEE PIPING ON THE INTERCEPTOR'S INTERIOR WILL NOT SUFFICE AS A SAMPLE PORT 3. SAMPLE PORTS MUST BE LOCATED IN AREAS PROTECTED FROM VEHICLE TRAFFIC. 4. SAMPLE PORTS ARE TO BE CLEANED AND INSPECTED DURING ROUTINE INTERCEPTOR PUMPING 5. SAMPLE PORTS WILL HAVE A MINIMUM 10' DIAMETER ACCESS COVER 6. SAMPLE PORTS WILL HAVE A MINIMUM 6" DROP BETWEEN INLET AND DISCHARGE PIPING 7. SAMPLE PORTS MUST DRAIN COMPLETELY AND NOT HOLD WATER. BOTTOM TO BE GROUTED AND SLOPED 8. INLET PIPE PENETRATION MUST EXTEND 1" PAST THE INSIDE WALL OF THE SAMPLE PORT. PENETRATIONS ARE TO BE SEALED TO PREVENT LEAKS 9. CHANNEL WIDTH SHALL BE A MINIMUM OF 5" Prs SAMPLE PORT DESIGN N.T.S. 192 Click to Return to Index 1 1 ,ate ,. ,� »Ii le 414 0 bib 6 6 6 r 41 Io II ' > SIDE VIEW TOP VIEW I. INLET PIPING -SHALL BE A MINIMUM OF R. SAMPLE PORT -TO BE DESIGNED PER 3" A.00A OLITLLT PILING. C1< STANDARD DETAIL PT.3 IF IN A TRAFFIC AREA, MUST MEET HS -20 LOADING REOIUIREIAENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER. O. PRIMARY CNAM+BER {3 TOTnt v4LUUE)- 1. SECONDARY CHAMBER 0$ TOTAL VOLUME), 2. ALL UNDER SI AR AND SI IRSI IRFAf'F CONSTRUCTION REQUIRES DRAWINGS FROM A PROFESSIONAL ENGINEER ANL MUST BE APPROVED BY THE CITY OF J(ALISPELL PRIOR TO CONSTRUCTION 3. SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR ADDITIONAL REQUIREMENTS 2- 6" DIAMETER VENT SLEEVE 3. MINIMUM 24" DIAMETER OPENING WITH RING AND LID. IF IN A TRAFFIC AREA. MUST MEET HS -20 LOADING 1 REQUIREMENTS. CONCRETE LIDS ARE 1 PROHIBITED. 4. ALL TEE PIPING SHALL EXTEND DOWN 1 TO 50% OF THE OPERATING LEVEL. 5. ALL INTERIOR AND OUTLET PIPING SHALL BE THE SAME DIAMETER AS THE INLET PIPING - 6. PIPE SUPPORTS -SEE CK STANDARD 1 DETAIL PT.7 7. OPERATING LEVEL 8. BAFFLE WALL -SHALL HAVE (2) OPENINGS OF THE SAME DIAMETER AS THE INLET AND OUTLET PIPING AND AT IN THE SAME INVERT AS THE OUTLET 0 PIPING. THE OPENINGS SHALL BE STAGGERED TO PREVENT SHORT CIRCUITING BETWEEN THE INLET AND OUTLET PIPES. FOR MORE INFORMATION. CONTACT THE MISTRIAL PRETREATMENT COORDINATOR'S FFIC£ AT 4D6-758-7817 TYPICAL SAND, OIL AND GREASE SEPARATOR (SOG) 0N.T.S 193 Click to Return to Index £ 'XOaddtl 194 Click to Return to Index 1 'M FIMIIIMIIMEWMEMI 511A1-4121MI pr - 4/ r ,_. _ ..,0,„$-, ii [11�II1 ro n 4 ote"-irfed1:40) -'s 4144 OAr e 4 1 - SIDE Vet TOP NEW NOTES. T. INLET PIPING -SHALL BE A MINIMUM OF 3" ABOVE OUTLET PIPING 2. 6 -DIAMETER VENT SLEEVE 3. MINIMUM 24' DIAMETER OPENING WITH RING AND LID. IF IN A TRAFFIC AREA, MUST MEET HS -20 LOADING REQUIREMENTS. CONCRETE LIDS ARE PROHIBITED. 4. INLET AND OUTLET PIPING SHALL £(TEND DOWN TO SO% OF THE OPERATING LEVEL. MINIMUM SIZE a" DIAMETER. 5, ALL INTERIOR AND OUTLET PIPING SHALL BE THE SAME DIAMETER AS THE INLET PIPING. 6. SS SUPPORTS, SEE CK STANDARD DETAIL PT.7 7. OPERATING LEVEL 5. BAFFLE WALL . SAMPLE PORT -TO BE DESIGNED PER OK STANDARD DETAIL PT.3. IF IN A TRAFFIC AREA, MUST MEET HS -20 LOADING REQUIREMENTS. SHALL DISCHARGE TO CITY'S SANITARY SEWER 10. TOTAL TANK VOLUME TO BE SIZED TO 2,500 GALLONS 11. PRIMARY CHAMBER {35 TOTAL VOLUME} 12. SECONDARY CHAMBER (!S TOTAL VOLUME) 13. ALL UNDER SLAB AND SUBSURFACE CONSTRUCTION REQUIRES DRAWINGS FROM A PROFESSIONAL ENGINEER AND MUST BE APPROVED BY THE CITY OF KAUSPELL PRIOR TO CONSTRUCTION, 14. SEE CHAPTER 7 OF THE DESIGN AND CONSTRUCTION STANDARDS FOR ADDITIONAL REQUIREMENTS FOR MORE INFORMATION, CONTACT THE INDUSTRIAL PRETREATMENT COORDINATOR'S OMCE AT 406-758-7817 PT.6 SEPTIC TANK FOR RV DUMP STATIONS N.T.S. 195 Click to Return to Index 1 12 TOP VIEW SIDE VIEW NOTES• t SS UNI -STRUT 2. SS PIPE/CONDUIT CLAMP 3. SS ALL THREAD 4. SECURE 55 ALL -THREAD INTO CONCRETE WITH EPDXY TEE PIPE W/ SS SUPPORTS N.T.S. 196 Click to Return to Index Standard Details — Storm Sewer System Standard Details - Storm Sewer System C CONCRETE APRON. PER CITY OF KALISPELL 5TANOAROS TOR DESIGN AND CDNSTROCTION EDGE DF 00NCRETE 3/B" BELOW PAVEMENT EAS: JORDAN IRON WORKS 1775271, 011 OLYMPC 1027007 0049 12-4300 WIPI ETET ROS FOR 977211 UP CURB AND 271-L1 CONCRETE AQJUSIMENT RING. 2' MIN, 12' MAX CONCRETE CATCH BASIN STORM PIPE, SEE PLAN FON SIZE AND SLOPE FLEXIBLE GASAETLD OR BDOTE0 JOINT, GROUT INTERIOR 6" OF 3" MINUS CRUSHED COMPACTED AGGREGATE FGUNDATION SHF"eiT.74471470471cArel, EAST JORDAN 1100 WORKS 17711, OR OLYMPIC FOUNDRY SM44-. STORM INLET FOR DRIVE OVER CURB AND CUT1ER NOTE 1. ALL JOINTS BETWEEN 077CH BASIN. ADDJSTMENT RINGS, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT. JOKING' MATERIAL SHALL BE RAM-NEK OP EOUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AN:. CATCH BASIN. 2. ALL PIPE CONNECTIONS *+01 GDNSIRUCDBLE AS DETAILED SHALL BE SEPIA TED TO 12IY ENGINEER FOR REV2E2r. TYPICAL STORMWATER CATCH BASIN DETAIL CONCRETE MANHOLE COLLAR. PER CITY 00 KALISPELL STANDARDS FOR DESIGN ANN CONSTRUCTION EDGE OF CONCRETE 3/8' BELOW PAVEMENT r STORM MANHOLE RING AND COVER. / SEE 00,7, OR APPROVED EQUAL CONCRETE ADJUSTMENT RING, 2' MIN. 12' MAX PRECAST CONCRETE MANHOLE MEETING ASTM 0478 FLEXIBLE GASKETED OR BOOTED JOINT. GROUT INTERIOR 0" Or 3" MINUS CRUSHED COMPACTED AGGREGATE NOTE, I. ALL JOINTS R TIGHT. MANHOLE, AERIAL HA RINGS, CASTING, AND SEWER PIPE SHALT BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM -NEN 0R E00AL 000 ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN. 2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL HE SUBMITTED TO CITY ENGINEER FOR 02012.40 TYPICAL STORMWATER MANHOLE DETAIL 197 Click to Return to Index Standard Details — Storm Sewer System FRnSION AND SEDIMENT CONTROL NOTES - 1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL PERMITS ASSOCIATED WITH THIS PROJECT AND IMPLEMENT AND MAINTAIN THE EROSION AND SEDIMENT CONTROL PLAN AND PERMITS REQUIREMENTS UNTIL SUCH TIME AS THE PERMITS ARE TERMINATED. 2. THE CONTRACTOR 15 RESPONSIBLE TO MAINTAIN OR CHANGE THE EROSION AND SEDIMENT CONTROL PLAN A5 THE PROJECT PROGRESSES TO ENSURE PERMIT COMPLIANCE. 3. THE CONTRACTOR SHALL REMOVE ALL SEDIMENT, Mlle. AND CONSTRUCTION DEBRIS THAT MAY ACCUMULATE IN THE PUBLIC RIGHT OF WAY A5 A RESULT OF THIS PROJECT. SAID MATERIAL SHALL BE REMOVED DAILY OR MORE FREQUENTLY PER THE CITY'S REQUEST. 4. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THIS SITE IS PROPERLY COVERED TO PREVENT LOSS OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHTS OF WAY. 5. THE CONTRACTOR SHALL ENSURE ALL CUT ANO FILL MATERIAL IMPORTED OR 55438740 IS NOT STORED IN THE PUBLIC RICHT OF WAY. 6. ALL STOCKPILED MATERIAL SHALL BE DESIGNATED 014 THE EROSION AND SEDIMENT CONTROL PLAN. 7. TEMPORARY MAPS ON THE EROSION PLAN SHALL BE INSTALLED PRIOR TO ANY EXCAVATION. 8. INLET PROTECTION BAPS SHALL BE INSTALLED PRIOR TO ANY EXCAVATION AND MAINTAINED UNTIL PAYING IS COMPLETE. INLET PROTECTION SMPS SHALL BE APPROVED BY THE CITY OF KALISPELL PRIOR TO INSTALLATION. EROSION AND SEDIMENT CONTROL NOTES MIN LENGTH MIN. WIDTH RESIDENTIAL 30 FT 15 FT COMMERCIAL 60 FT 25 FT LENGTH SILT FENCE FILTER FABRIC VEHICLE TRACKING PAD 14" OF 3" -6" STONE NOTE; ALL VEHICLES ENTERING AND EXITING THE CONSTRUCTION AND/OR BUILDING SITE SHALL TRAVERSE THE VEHICLE TRACKING PAD TO MINIMIZE MUD AND DIRT FROM TRACKING OFF SITE. ROCK SHALL BE REPLENISHED IF TRACKING OCCURS. TRACKING PAD SHALL BE RENEWED AS NECESSARY TO RETAIN EFFECTIVENESS, ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS SHALL BE REMOVED IMMEDIATELY. VEHICLE TRACKING STONE ENTRANCE REQUIREMENTS: • 3"-6" DIAMETER WASHED ROCK • UNDERLYING FILTER FABRIC TO BE REQUIRED AS STATED FILTER HABR1C RFOINRFMFNTS; • TENSILE GRAB STRENGTH = 200 LBS (ASTM 04632) • ELONGATION MINIMUM - 158 (ASTM D4632) • SEAM BREAKING STRENGTH MINIMUM = 180 LBS (ASTM 04632} • APPARENT OPENING SIZE MAXIMUM = 0-3 MM (#50 SIEVE) (ASTM 04751) • PERMITTIVITY MINIMUM = 0.3/SEC (ASTM D4451) VEHICLE TRACKING STORMWATER BMP 198 Click to Return to Index Standard Details — Storm Sewer System 36' M1N WOOD, OR STEEL POST GEOTEXTILE FABRIC EMBED FILTER 146160 1550 GROUND GEOTEXTILE FABRIC EMBED FILTER FABRIC INTO GROUND NOTE, 1. SILT FENCE SHALL BE USED ASA TEMPORARY SEDIMENT CONTROL, FENCES SHALL BE INSTALLED WITH THE CONTOUR OF SLOPE, 2. WOOD POSTS SHALL BE HARDWOOD WITH AND MINIMUM CROSS SECTION AREA OF THREE INCHES. 3. TEMPORARY SILT FENCE SHALL BE REMOVED UPON SITE STABILIZATION WITH 701 ESTABLISHED VEGETATIVE COVER GEOTExTILE FABRIC REQUIREMENTS: • TENSILE GRAB STRENGTH - 90 LBS (ASTM 01682) • ELONGATION MINIMUM = 506 (ASTM 01682) • MULLEN BURST STRENGTH MINIMUM = 190 LBS (ASTM 03766) • PUNCTURE STRENGTH MINIMUM = 40 LBS (ASTM 0751) • EQUIVALENT OPENING SIZE MAXIMUM - 40-60 US STANDARD SIEVE SIZES • ULTRAVIOLET RADIATION STABILITY = 90 (ASTM G26) SILT FENCE STORMWATER BMP _LEA 12" M1N TOP SLOPE ANCHOR OVERLAP ANCHOR TERMINAL ANCHOR START EROSION CONTROL BLANKET CENTERED ON CHANNEL AT OUTLET, LAY BLANKET PARALLEL TO CENTER OF CHANNEL. OVER LAP ALL SEAMS AND JOINTS 12 INCHES MINIMUM. EROSION CONTROL BLANKET FOR SLOPE PROTECTION NOTES' 1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF FERTILIZER AND SEED. 2. ANCHOR THE BLANKET IN A 6" DEEP x 6" WIDE TRENCH AT TOP 01 SLOPE. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 3. ROLL BLANKETS DOWN, STARTING AT DOWNSTREAM PROCEEDING UPSTREAM, HORIZONTALLY ACROSS THE SLOPE. 4. PARALLEL BLANKETS MUST BE STAPLED WITH A 4" OVERLAP. 5, SPLICE BLANKETS ONLY AS NECESSARY. PLACE BLANKETS END OVER END WFIA AN 12" OVERLAP. USE DOUBLE ROW OF STAGGERED STAPLES 4' APART TO SECURE BLANKET, 6. MN HIGH FLOW APPLICATIONS STAPLE WITH DOUBLE STAGGERED ROW EVERY 30' TO 40'. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF CHANNEL, USE SECOND ROW 4" BELOW THE FIRST ROW f9 A STAGGERED PATTERN. 7. THE TERMINAL END OF THE BLANKETS SHALL BE ANCHORED IN A 6" x 6" TRENCH. BACKFILL AND COMPAC1 AFTER STAPLING. EROSION CONTROL BLANKET BMP 199 Click to Return to Index Standard Details — Storm Sewer System E- 1" LETTERING (RECESSED FLUSH) (2) PICKHOLES (SEE DETAIL) `.—. 1" LETTERING (RECESSED FLUSH) 25 3/4" W7777 COVER SECTION 1" r 1 7/8" 4.. COVER BACKS 11/2" 2 3/4" 1 1/2" 1 PICKHOLE DETAIL STORM MANHOLE COVER IOIW It 1SW!! 800-62261 - 4465653 IME IN USA PRODLC1 NUMBER 00377162 CATALCO NVMBER 3771A1 MANHOLE COVER LOAD RATING HEAVY DUTY COATING UNDIPPED ITTERIAL SPECEICATION ASIA MO CL350 OPEN AREA N/A 4 DECIC0AIES 0ACNINE0 SURFACE DRAWN GAD DATE 07/03/00 LAST 000000 DATE REFERENCE 151ORMA1ON 00377729.1C 00377161.L0 00377123,15 200 Click to Return to Index Standard Details — Storm Sewer System SKIMMER DIAMETER SKIMMER OPENING (WxH) 3' 2'x0.5' 4' 3'x1' 5' 4'x1' 6' 5.5'0.5' RECTANGULAR SKIMMER OPENING I w 4 CY CLASS 1 RIPRAP PROVIDE 6-1/2 ANCHOR BOLTS WITH CLIPS (2) 1 >4" OUTER RING j" x i" STEEL BARS AT 4" O.C. �IIV91�U��; GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX.55' OUTLET ELEVATION. (0.1 ELEV.= XXXX.%X' SKIMMER OPENING - 0.5' i00 i"x" STEEL BAR WELD TO EACH MEMBER HOT -DIPPED GALVANIZED GRATE IN 2 SECTIONS (3) HOLE FOR 05" DIA. OUTLET PIPE 1" MINUS AGGREGATE MOTES: BACKFILL 2. CENTER SKIMMER ON O.E. CONTOUR AND GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. ANCHOR BOLTS SHALL HE STAINLESS STELL (OR HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS 3.5" MIN. LENGTH. 3. PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE STYLE 6Y HAALA INDUSTRIES I5 AN APPROVED EQUAL, (SEE H AALAI N D U ST R I ES. C O M) PONDING BASIN SKIMMER STRUCTURE 201 Click to Return to Index m o N v1 Standard Details — Storm Sewer System SKIMMER SKIMMER DIAMETER OPENING (WxH) S' 4'1' 6' 5:5'x1.5' RECTANGULAR SKIMMER OPENING I w 4 CY CLASS 1 RIPRAP GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX.X5' ELEV. XXXX, XX' OUTLET ELEVATION_ (OEI ELEV_= xxxx.Xx' 4'(W) x 1'(H) MIN. OPENING 0.5' PROVIDE 6-1/2 ANCHOR BOLTS WITH CLIPS (2) " x a" OUTER RING 1 }" x STEEL BARS AT 4' O.C. ll!Hih PRECASTRWIC L SHALL r, 1 IIIIII11iiiiii� ,1I1Ij10jl l"A" STEEL BAR WELD TO EACH MEMBER HOT—DIPPED GALVANIZED GRATE IN 2 SECTIONS (3) 1.0' XX' DIA, HOLE IN BAFFLE WALL `HOLE FOR XX" DIA. OUTLET PIPE 0.5' 1' MINUS AGGREGATE NOTES: BACKFILL 2. CENTER SKIMMER ON O.E. CONTOUR AND GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. ANCHOR BOLTS SHALL HE STAINLESS STEEL (OR HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS 3.5" MIN. LENGTH. 3. PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE S1YLE BY HAALA INDUSTRIES IS AN APPROVED EQUAL, (SEE H AALAI N D U ST R I ES. C O M) PONDING BASIN SKIMMER STRUCTURE WITH BAFFLE WALL 202 Click to Return to Index Standard Details - Storm Sewer System L RIPRAP TABLE OF QUANTITIES FOR RIPRAP AT OUTLETS DIA. W L GEO. GRANULAR 18" DEPTH (IN) (FT) (FT) FABRIC (SY) FILTER (CY) RIPRAP (CY) 12 6 8 19.6 .3 4.4 15 6.5 8 20-8 .3 4.8 18 7 10 25.6 4 6.4 21 7.5 10 27.4 .6 7.1 24 8 12 33.4 .8 9.2 27 8.5 12 35.2 .9 9.9 30 9 14 41.6 1.1 12.3 36 10 16 50.5 1.6 15.8 42 10.5 18 57.8 1.7 18.7 48 11 20 66.5 2.2 22.2 GRANULAR CUSHION GEOTEXTILE FILTER FABRIC SECTION A - A SECTION 6 - 8 NOTES: GRANULAR CUSHION GEOTEXTILE FILTER FABRIC 1- RIPRAP D5(,=9" WITH Lxm=6'- 2. PIPE SIZES LARGER THAN SHOWN SHALL HAVE SPECIAL DESIGN SUBMITTED TO CK PWD FOR REVIEW AND APPROVAL. 3. GEOTEXTILE FABR1C SHALL CO3ER THE BOTTOM AND SIDES OF THE AREA EXCAVATED FOR THE RIPRAP AND GRANULAR FILTER MATERIALS. RIPRAP AT OUTLETS 203 Click to Return to Index Standard Details — Storm Sewer System E (0 o cu v) 6' CONCRETE APRON, PER CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION EDGE OF CONCRETE 3/8" BELOW PAVEMENT CONCRETE ADJUSTMENT INCR. 2' MIN. 12' MAC CONCRETE CATCH BASIN STORM PIPE, SEE PLAN FOR SIZE AND SLOPE FLEXIBLE GASKETED OR BOOTED JOINT, GROUT INTERIOR 6" OF 3" MINUS CRUSHED COMPACTED AGGREGATE FOUNDATION EAST JORDAN IRON WORKS #7752T1, OR OLYMPIC FOUNDRY S,49 12-4308 WIDE STEEL RDD FOR STAND DP CURD AND GUTTER ......71111111.11111111 Effmardwomems BBim�' .42 , EAST JORDAN IRON WORKS #7711, 06 OLYMPIC FOUNDRY SM44, STORM INLET FOR DRIVE OVER CURB AND GUTTER N T i, ALL JOINTS BETWEEN CATCH BASIN, ADJUSTMENT RINGS, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN. 2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL BE SUBMITTED TO CITY ENGINEER FOR REVIEW. TYPICAL STORMWATER CATCH BASIN DETAIL CONCRETE MANHOLE COLLAR, PER CITY OF KA ISPELL STANDARDS FOR DESIGN AND CONSTRUCTION EDGE OF CONCRETE 3/8" BELOW PAVEMENT STORM MANHOLE RING AND COVER, SEE DR.7, OR APPROVED EQUAL CONCRETE ADJUSTMENT RING. 2" MIN. 12' MAX e simmi PRECAST CONCRETE MANHOLE MEETING ASTM C478 FLEXIBLE GASKETED OR BOOTED JOINT, GROUT INTERIOR NOTE- 1, ALL JOINTS BETWEEN MANHOLE. ADJUSTMENT RING5, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN. 2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL BE SUBMITTED TO CIN ENGINEER FOR REVIEW. MIMMEMINEN OW,i1167_46117047, 1 6" OF 3" MINUS CRUSHED COMPACTED AGGREGATE TYPICAL STORMWATER MANHOLE DETAIL 204 Click to Return to Index Standard Details — Storm Sewer System FRCSI0N AND SEDIMENT CONTROL NOTES' 1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL PERMITS ASSOCIATED WITH THIS PROJECT AND IMPLEMENT AND MAINTAIN THE EROSION AND SEDIMENT CONTROL PLAN AND PERMITS REQUIREMENTS UNTIL SUCH TIME AS THE PERMITS ARE TERMINATED. 2. THE CONTRACTOR I5 RESPONSIBLE TO MAINTAIN OR CHANGE THE EROSION AND SEDIMENT CONTROL PLAN AS THE PROJECT PROGRESSES TO ENSURE PERMIT COMPLIANCE, 3. THE CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD. AND CONSTRUCTION DEBRIS THAT MAY ACCUMULATE IN THE PUBLIC RIGHT OF WAY A5 A RESULT OF THIS PROJECT. SAID MATERIAL SHALL BE REMOVED DAILY OR MORE FREQUENTLY PER THE CITY'S REQUEST. 4. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THIS SITE IS PROPERLY COVERED TO PREVENT L055 OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHTS OF WAY. 5 THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED 0R EXPORTED 15 NOT STORED IN THE PUBLIC RICHT OF WAY. 6. ALL STOCKPILED MATERIAL SHALL BE DESIGNATED ON THE EROSION AND SEDIMENT CONTROL PLAN. 7. TEMPORARY BMPS CN THE EROSION RAN SHALL BE INSTALLED PRIOR TO ANY EXCAVATION. 8. INLET PROTECTION BMPS SHALL BE INSTALLED PRIOR TO ANY EXCAVATION AND MAINTAINED UNTIL PAVING IS COMPLETE. INLET PROTECTION BMPS SHALL BE APPROVED BY THE CITY OF KALISPELL PRIOR TO INSTALLATION. EROSION AND SEDIMENT CONTROL NOTES 51N 1 FNGTH 4416 WIDTH RESIDENTIAL 30 FT 15 FT COMMERCIAL 60 FT 25 FT LENCTN 44 SILT FENCE FILTER FABRIC VEHIGLE TRACKING PAD 14" OF 3" -6' STONE NOTE: ALL VEHICLES ENTERING AND EXITING THE CONSTRUCTION AND/OR BUILDING SITE SHALL TRAVERSE THE VEHICLE TRACKING PAD TO MINIMIZE MUD AND DIRT FROM TRACKING OFF SITE. ROCK SHALL BE REPLENISHED IF TRACKING OCCURS. TRACKING PAD SHALL BE RENEWED AS NECESSARY TO RETAIN EFFECTIVENESS. ALL MATERIALS SPILLED. DROPPED. WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS SHALL BE REMOVED IMMEDIATELY. VEHICLETRACKING STONE ENTRANCE REQUIREMENTS - 3" -6" DIAMETER WASHED ROCK • UNDERLYING FILTER FABRIC TO BE REQUIRED AS STATED FILTER FABRIC REQUIREMENTS • TENSILE GRAB STRENGTH = 200 LBS (ASTM 84632) • ELONGATION M1N1MUM = 155 (ASTM 64632) • SEAM BREAKING STRENGTH MINIMUM = 180 LBS (ASTM 04632) • APPARENT OPENING SIZE MAXIMUM = 0.3 MM (550 SIEVE) (ASTM D4751) • PERMITTIVITY MINIMUM = 0.3/SEC (ASTM 04491) VEHICLE TRACKING STORMWATER BMP 205 Click to Return to Index E o O N p Standard Details — Storm Sewer System 18 O cu ul 36" MINI 4V000, OR STEEL POST GEOTEXTILE FABRIC NOTE. 1. SILT FENCE SHALL RE USED A5 A TEMPORARY SEDOMENT CONTROL, FENCES SHALL BE INSTALLED 608 THE CONTOUR OF SLOPE, 2. WOOD POSTS SHALL BE HARDWOOD WITH AND MINIMUM CROSS SECTION AREA OF THREE INCHES. 3. TEMPORARY SILT FENCE SHALL BE REMOVED UPON SITE STABILIZATION WITH 705 ESTAHLISHED VEGETATIVE COVER. GEOTEXTILE FABRIC REQUIREMENTS, • TENSILE GRAB STRENGTH = 90 LBS (ASTM D1682) • ELONGATION 9191464 = 50Y (ASTM 01682) • MULLEN BURST STRENGTH MINIMUM - 193 LBS (ASTM 03786) • PUNCTURE STRENGTH MINIMUM = 40 LBS (ASTM 0751) • EQUIVALENT OPENING SIZE MAXIMUM = 40-80 US STANDARD SIEVE SIZES • ULTRAVIOLET RADIATION STABILITY = 90 (ASTM G26) EMBED FILTER FABRIC INTO GROUND GEOTEXTILE FABRIC 44 -EMBED FILTER FABRIC INTO GROUND SILT FENCE STORMWATER BMP TOP SLOPE ANCHOR OVERLAP ANCHOR TERMINAL ANCHOR START EROSION CONTROL BLANKET CENTERED ON CHANNEL AT OUTLET. LAY BLANKET PARALLEL TO CENTER OF CHANNEL. OVER LAP ALL SEAMS AND JOINTS 12 INCHES MINIMUM. EROSION CONTROL BLANKET FOR SLOPE PROTECTION NOTES' 1, PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF FERTILIZER AND SEED. 2. ANCHOR THE BLANKET IN A 6" DEEP x 6" WIDE TRENCH AT TOP OF SLOPE. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 3. ROLL BLANKETS DOWN, STARTING AT DOWNSTREAM PROCEEDING UPSTREAM, HORIZONTALLY ACROSS THE SLOPE. 4. PARALLEL BLANKETS MUST BE STAPLED WITH A 4" OVERLAP. 5. SPLICE BLANKETS ONLY AS NECESSARY. PLACE BLANKETS END OVER END WITH AN 12" OVERLAP. USE DOUBLE ROW OF STAGGERED STAPLES 4" APART TO SECURE BLANKET 6. IN HIGH FLOW APPUCATIONS STAPLE WITH DOUBLE STAGGERED ROW EVERY 30' TO 40'. LJSE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF CHANNEL, USE SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED PATTERN. 7. THE TERMINAL END OF THE BLANKETS SHALL BE ANCHORED IN A 6" x 6" TRENCH. BACKFILL AND COMPACT AFTER STAPLING. EROSION CONTROL BLANKET BMP 206 Click to Return to Index Standard Details — Storm Sewer System 1' LETTERING (RECESSED RUS4) 4 25 3/4" (2) PICKHOLES (SEE DETAIL) 1LETTERING COVER BACK {RECESSED RUSH) COVER SECTION 1 1/2" 1' 7/8"- 2 3/4 1 1/2" PICKHOLE DETAIL STORM MANHOLE COVER 1. APPROVED SUPPLIERS OF STORM MAN HOLE 300ERS INCLUbE: E607 JORDAN IRON WORKS (PR000CT;i 00377162) OLYMPIC FOUNDRY INC. (PRODUCT;# 11-3803) D&L FOUNDRY INC. (PRODLICTi A-1172-37) 207 Click to Return to Index E= o p Standard Details — Storm Sewer System E 10 o cu In p SKIMMER DIAMETER SKIMMER OPENING (WxHI) 3' 2'x0.5' 4' SO' 5' 4'x1' 6' 5.5'x1.5' RECTANGULAR SKIMMER OPENING GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX. XX' OUTLET ELEVATION. (0E) ELEV 3030.X4' SKIMMER OPENING 4 00 CLASS 0.5 1 RIPRAP PROVIDE 6-1/2 ANCHOR BOLTS WITH CLIPS (2) 1 " x Ir OUTER RING 1 %x" STEEL BARS AT 4'00. ilIHiiiiiidbh1► 1111111111111111111 '1 I IIIIIP11111 ' STEEL BAR WELD TO EACH MEMBER HOT -DIPPED GALVANIZED GRATE IN 2 SECTIONS (3) HOLE FOR XX" DIA. OUTLET PIPE 1" MINUS AGGREGATE NOTES, BACKFILL 2. 3. CENTER SKIMMER ON O.E. CONTOUR AND GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. ANCHOR BOLTS SHALL BE STAINLESS STEEL (06 HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN. LENGTH. PREFABRICATED GALVANIZED SKIMMER GRATE. PLATE STYLE BY HAALA INDUSTRIES IS AN APPROVED EQUAL. (SEE HAALAINDUSTRIES.COM) PONDING BASIN SKIMMER STRUCTURE 208 Click to Return to Index Standard Details — Storm Sewer System SKIMMER SKIMMER DIAMETER OPENING (WxH) 5' 4'x1' 6' 5.5'xl.5' RECTANGULAR SKIMMER OPENING 4 CY CLASS 1 RIPRAP PROVIDE 6-1/2 ANCHOR BOLTS WITH CLIPS (2) x r OUTER RING 1 )" x ( STEEL BARS AT4"0.0. 41111111'11i111BEEWATERW TALL SHALL 1IIII111111 IIIA.. GRATE SHALL BE HINGED FOR MAINTENANCE ACCESS RIM ELEV. XXXX. X X' ELEV. XX65.50' QOILFTFI FVATION. (OE) ELEV.= XXX0.00' 4'(W) x 1'(H) MIN, OPENING; 0.5 )"x)" STEEL BAR WELD TO EACH MEMBER HOT -DIPPED GALVANIZED GRATE IN 2 SECTIONS (3) 1.0' XX" DIA. HOLE IN BAFFLE WALL HOLE FOR XX" DIA. OUTLET PIPE 0.5' 1" MINUS AGGREGATE NOTES: BACKFILL 2. 3. CENTER SKIMMER ON 0.E. CONTOUR ANS GRADE IN FRONT OF SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER OPENING. ANCHOR BOLTS SHALL BE STAINLESS STEEL (OR HOT DIPPED GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN. LENGTH. PREFABRICATED GALVANIZED SKIMMER GRATE. PLATE STYLE BY HAALA INDUSTRIES IS AN APPROVED EQUAL. (SEE HAAIAINDUSTRIES.COM) PONDING BASIN SKIMMER STRUCTURE WITH BAFFLE WALL 209 Click to Return to Index Standard Details - Storm Sewer System A ' o' VP 'Veto 02;111 A RIPRAP TABLE OF QUANTITIES FOR RIPRAP AT OUTLETS DIA. (IN) W (FT) L (FT) GEO. FABRIC (8Y) GRANULAR FILTER (CY) 18' DEPTH RIPRAP (CY) 12 6 8 19.5 .3 4.4 15 6.5 8 20.8 .3 4,8 18 7 10 25.6 .4 6,4 21 7.5 10 27.4 .6 7.1 24 8 12 33.4 .8 9.2 27 8.5 12 35.2 .9 9.9 30 9 14 41.6 1.1 12.3 36 10 16 50.5 1.6 15.8 42 10.5 18 57.8 1.7 18.7 48 11 20 66.5 2.2 22.2 GRANULAR CUSHION GEOTEXTILE FILTER FABRIC SECTION A - A SECTION B - @ NOTESr GRANULAR CUSHION GEOTEXTILE FILTER FABRIC 1. RIPRAP Dm. -9" WITH 0., -6" 2. PIPE SIZES LARGER THAN SHOWN SHALL HAVE SPECIAL DESIGN SUBMITTED TO CK PWD FOR REVIEW AND APPROVAL. 3. GEOTEXTILE FABRIC SHALL COVER THE BOTTOM AND SIDES OF THE AREA EXCAVATED FOR THE RIPRAP AND GRANULAR FILTER MATERIALS. RIPRAP AT OUTLETS 210 Click to Return to Index Standard Details — Transportation System Standard Details - Transportation System 1D' EASEMENT 10' 5' 6' 60' RIGHT OF WAY l s' l 5' 10' W EASEMENT . . PAVEMENNT MARKIaS AS REQUIRED, S" WHIT CROSS>ALI SS PAVEMENT MARKINGS AS REQUIRED, 24" WHITE STOP BAR 60' RIGHT OF WAY PROPERTY LINE FILLET, 5' x 5' 80' x 80' CLEAR VISION TRIANGLE 10' EASEMENT SIDEWALK BOULEVARD 17' 17' ` 2i 29 O CURB AND GUTTER 6' 5' 4' ASPHALT 6" CRUSHED BAS8 5" SUB -BASE 40' 0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTZ: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. URBAN COLLECTOR 211 Click to Return to Index Standard Details — Transportation System 10' UTILITY ESMNT 10' 80' RIGHT OF WAY 8' l 14' l 6' I 12 12' 6' 14' B ID DITCH" ti PROPERTY LINE FILLET, 5' x 5' 1 LANE CONFIGURATION AND LENGTHS TO BE DETERMINED BY TRAFFIC ANALYSIS 2. TAPER RATES SHALL BE DETERMINED BY DESIGN SPEED OF THE ROADWAY 3. ALL PAVEMENT MARKINGS SHALL BE EPDXY AND CONFORM TO CURRENT MUTCD STANDARDS 80' RIGHT-OF-WAY 6' 2' 6' 6' 2f I HLDR 1 1:4 12' 12' LANEZ% I 26 LANE STREET LIGHT SIDEWALK/ PATH SHLDR1 DITCH 4 10' UTILITY I ESMNT 4' ASPHALT 6" CRUSHED BASE 15" SUB -BASE 3" ASPHALT 8" CRUSHED BASE SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL 6E PLACED UNDERGROUND, RURAL COLLECTOR 212 Click to Return to Index Standard Details — Transportation System 10' EASEMENT 60' RIGHT OF WAY 5' 9' l 55 55 14' 14' 1 9' ADA S RAMP, STREET AND STOP SIGN, TYP. )EWALK TYP. 10' 1 111 SIDEWALK 5• EASEMENT Welk 3 w vr' STORMWATER CATCH BASIN, TYP. 55 55 w 60' RIGHT OF WAY PROPERTY LINE FILLET. 5' z 5' 80' x 80' CLEAR VISION TRIANGLE 10' EASEMENT SIDEWALK BOULEVARD 14' 14' 4" ASPHALT 8" CRUSHED BASE 9 SUB -BASE 34' CURB AND [11 GUTTER 9' SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS ___I2% � �s UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. URBAN LOCAL 213 Click to Return to Index Standard Details — Transportation System 70' RIGHT OF 10' EASEMENT STREET AN STOP SIGN TYR, w 3 3 70' RIGHT OF WAY W W 11 3 1� 28' 80' x 80' CLEAR VISION TRIANGLE 10' STREET LIGHT EASEMENT 10' CLEAR ZONE SII EWALK 11 I� 2 12' 12' 2 2% 2% ix UTILITY BENCH O 4" ASPHALT 8" CRUSHED BASE 9" SUB—BASE 8" CRUSHED BASE SHOULDER 0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED OUTSIDE OF DITCH SECTIONS, AND BIKE PATHS. NO PRIVATE UNDERGROUND UTILITIES SHALL BE PLACED IN THE PUBLIC RIGHT—OF—WAY. NOTE: 1. THIS CROSS SECTION MAY BE USED ONLY WHEN THE AREA ADJACENT TO THE PROPOSED DEVELOPMENT DOES NOT HAVE CURBING OR ESTABLISHED STORM DRAINAGE SYSTEMS. THIS CROSS SECTION SHALL ONLY BE USED IN R1 ZONING AND MUST BE APPROVED BY THE CITY COUNCIL PRIOR TO INCORPORATING INTO THE DRAWINGS. 2. A 10 FT CLEAR ZONE MUST BE MAINTAINED ADJACENT TO SHOULDER OF ROAD. NO ADDRESS POSTS OR MAILBOXES MAY BE PLACED IN THE CLEAR ZONE. 3. NO PARKING IS ALLOWED ALONG THE STREET RURAL LOCAL 214 Click to Return to Index Standard Details — Transportation System 20' RIGHT OF WAY 5' 2R 6 2$ a .i i. . M1_�a`� ^.S„.-'!.Vviit RO:=r G 4" ASPHALT 5" CRUSHED BASE 15" SELECT SUB -BASE 0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS RESIDENTIAL 20' RIGHT OF WAY 10' 10' Q�T4" ASPHALT 5" CRUSHED BASE 15" SELECT SUB -RASE 'O SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS COMMERCIAL ALLEY TYPICAL SECTION ID ASPHALT - SHALL BE PG58-28 ASPHALT CONCRETE PAVEMENT SURFACE COURSE PG58-28 SHALL BE ACCOMPLISHED IN ACCORDANCE WITH SECTION 02510 MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, FIFTH EDITION, APRIL 2010, SEE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION FOR PAVEMENT AND MATERIAL TESTING REQUIREMENTS_ 12)CRUSHED GRAVEL BASE. -3/4" DIAMETER 0952 MAX DRY DENSITY (a 3% OPTIMUM MOISTURE) PER AASHTO T-99 ® SELECT SUB -BASE 0952 MAX DRY DENSITY (± 3% OPTIMUM MOISTURE) PER AASHTO T-991. ® CRUSHED GRAVEL SHOULDER. -3/4" DIAMETER 0 95% MAx DRY DENSITY (+/- 30 OPTIMUM MOISTURE) PER AASHTO T-99. A. THICKNESSES OF ASPHALT, CRUSHED GRAVEL AND SUB -BASE SHALL BE A5 SHOWN. UNLESS AN ALTERNATE DESIGN I5 APPROVED, THE FINAL STREET DESIGN SHALL SE APPROVED BY THE CITY ENGINEER PRIOR TO START OF CONSTRUCTION_ B- THE WIDTH OF THE RIGHT-OF-WAY MAY BE INCREASED DUE TO UTILITIES, OR OTHER REQUIREMENTS. C. THE MAXIMUM GRADE SHALL BE 82. D- ON STREET PARKING GOVERNED BY CITY OF KALISPELL SUBDIVISION REGULATIONS_ ROADCONSTRUCTION NOTES AND SPECIFICATIONS 215 Click to Return to Index Standard Details — Transportation System 1 1/2" 55544510N JOINT MATER1AL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY. 2, CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 13z" AND A MINIMUM 810191 OF 1/6"_ CONTRACTION JOINTS SHALL BE CONSTR5CTED 95 SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF T/4". 4. CONCRETE SHALL 8E M-4000 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4000 PSI. 65± 1 1/25 AER ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THS PATTE4N. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL 3E SUBMITTED TO THE CITY FOR REVIEW. 6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL. -3/4" DIAMETER 15 REQUIRED FOR THE CURB AND GUTTER FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 955 DENSITY (t 35 OPTIMUM MOISTURE) PER AASHTO 7-99. STANDARD CURB AND GUTTER SECTION 1. 1/2' ExPANS16N JOINT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY, 2- CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1.1i" AND A MINIMUM WIDTH OF ye-. CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OF SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH, 3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4 4. CONCRETE SHALL BE 8-4000 WITH 3/4" MAxIMUM AGGREGATE. MINIMUM 28 -DAY STRENGTH OF 4000 PSI. 65± 1 1/25 AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4'. 5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4" DIAMETER IS 5E521505 FOR THE CURB AND GUTTER FOLNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 955 DENSITY (± 35 OPTIMUM M015TURE) PER AASHTO T-99, 7. THIS CURB DOES NOT MEET HANDICAPPED ACCESS REQUIREMENTS AND SHALL NOT BE USED FOR ACCESS RAMPS. sTB STANDARD DRIVE OVER CURB AND GUTTER 216 Click to Return to Index Standard Details — Transportation System I. 1/2 E666651ON JOINT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY. 2. CONTRACTION JOENTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1)2" AND A MINIMUM WIDTH OF 1/5", CONTRACTION JOINT5 SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH_ 3. VISIBLE EDGES SHALL BE FINISHED TO A RADIUS OF 1/4", UNLESS OTHERWISE 50TED. 4. GRADE, ALIGNMENT AND FORMS SHALL BE INSPECTED BY THE CITY PRIOR TO POURING, 5. CONCRETE SHALL BE 0-4000 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH 01 4000 P51, 6% TO 67, AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5. INDIVIDUAL CONTRACTORS 10RM5 MAY VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 7 FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4" D1AMETER IS REQUIRED FOR THE CURB FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 55% MOD (+/- 3% MOISTURE) PER AASHTO 7-99. 8. IF SLIP -FORMS ARE USED, A TEST SECTION SHALL BE POURED, INSPECTED AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO PLACEMENT OF ANY PERMANENT STRAIGHT CURB. D. ONLY ALLOWED WITH SPECIFIC APPROVAL OF CITY ENGINEER TO MATCH EXISTING CURB. STRAIGHT CURB SECTION 5' SIDEWALK S=2.0D% MAX 9' LOCAL 5T. 6' COLLECTOR S=2.00% MIN .47.:11Patage, BOULEVARD 141211 1. PRE -FORMED 1/2" EXPANSION JOINT MATERIAL MEETING THE REOUIREMENTS OF AASHTO 0-213 SHALL BE PLACED AT 45 -FOOT INTERVALS AND AT ALL COLD JOINTS. 2. CONTRACTION JOINTS SHALL BE SPACED THE APPROXIMATE SAME DIMENSION A5 THE WIDTH, BUT NOT TO EXCEED 51% FEET. CONTRACTION JOINTS SHALL BE CONSTRUCTED 135 SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE THE EDGES ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. CONTRACTION JOINTS SHALL BE A MINIMUM OF ); TIMES THE SIDEWALK THICKNESS. 3. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH AN EDGING TOOL WITH A MINIMUM 1/4" RADIUS. 4. CONCRETE SHALL BE 0-4000 WITH 3/4" MAxIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4000 PSI, 6% 1 1/2% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4'. 5. 51X INCHES OF CRUSHED GRAVEL BASE MATERIAL. -3/4" DIAMETER 15 REQUIRED FOR THE SIDEWALK FOUNDATION. THE BASE MATERIAL SHALL 135 COMPACTED TO 95% DENSITY (± 3% OPTIMUM MOISTURE) PER AASHTO T-99. 6. SIDEWALK MINIMUM THICKNESS: RESIDENTIAL: 4" COMMERCIAL OR AT DRIVE APPROACH 6" STANDARD SIDEWALK SECTION 217 Click to Return to Index Standard Details — Transportation System BOULEVARD •IIIhIII111I11 CONCRETE SIDEWALK FLOWLIN£ URB AND GUTTER IIIIIIIIIpIPI 4 TRANSITION SIDEWALK 2% MAX EXPANSION JOINT APRON TRANSITION 6' CONCRETE W/6- BASE MATERIAL $452 MATERIAL SECTION A -A DRIVEWAY DETAIL FOR CURB & GUTTER 1. BASE MATERIAL SHALL 6E CRUSHED GRAVEL, -3/4" DIAMETER COMPACTED TO 95% DENSITY (+/- 3% OPTIMUM MOISTURE) PER PASHTO T-99. 2. CONCRETE SHALL BE 6-4000 WITH 3/4" MAXIMUM AGGREGATE, MINEMUM 28 -DAY STRENGTH OF 4000 P01, 60 +/- 1 1/20 AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4° SIDEWALK 5 1 20 MA4 APRON 6, MIN 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, - 3/4" DIAMETER COMPACTED TO 05% MAX DRY DENSITY (+/- 3% OPTIMUM MOISTURE) PER PASHTO T-99. 2. CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM AGGREGATE. MINIMUM 28 DAY STRENGTH OF 4000 Psi. 6% +/- 1.5% AIR ENTRAINMENT. AND A MAXIMUM SLUMP OE 4" - CONCRETE 1" VERTICAL EXPOSURE ACROSS DRIVEWAY SECTION SECTION A•A BASE MATERIAL DRIVEWAY DETAIL FOR STRAIGHT CURB 218 Click to Return to Index Standard Details — Transportation System 1 IIkt il+ffic.� ■ VARIES SIDEWALK 5' 2% MAX SIDEWALK SHALL BE 6" MIN. AT DRIVEWAY 6" CONCRETE W/6" BASE MATLRIS'_ 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, -3/4" DIAMETER COMPACTED TO 95% DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2. CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 25 -DAY STRENGTH OF 4000 PSI, 6% +/- 1 1/2% AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4" SECTION A -A DRIVEWAY DETAIL SIDEWALK AT CURB ALT 1 SIDEWALK SHALL B£ 6" MIN. AT DRIVEWAY • b'R1uE4Ar,'; `a SIx„,i,x • RAMP:4- ' � .i k,EwApr�p' . �UnCR"E' ar _ SIDEWALK 6' VARIES A EASE MATERIAL 6" CONCRETE W/6" BASE MATERIAL 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL, -3/4" DIAMETER COMPACTED TO 95% DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2 CONCRETE SHALL BE M-4000 WITIl 3/4" MAXIMUM AGGREGATE. MINIMUM 25 -DAY STRENGTH OF 4000 P51. 5% +/- 1 1/2% AIR ENTRANEMENT, AND MAXIMUM SLUMP OF 4" SECTION A -A, DRIVEWAY DETAIL SIDEWALK AT CURB ALT 2 219 Click to Return to Index Standard Details — Transportation System 0 R/O/W 5 FT SIDEWALK CL SWALE L A 4" ASPHALT 831 MAX 4 FT PUBLIC m _. UTILITY BENCH_ 12" CULVERT WITH FLARED END SECTION DELINEATOR POST AT CULVERT ENDS SHOULDER'* SAW CUT FOR PAVING JOINT AT EXISTING ASPHALT A 3' 27" MIN SAW CUT FOR PAVING JOINT AT EXISTING ASPHALT EXISTING RURAL ROAD 12" CULVERT WITH O»4" ASPHALT FLARED END SECTION ,.A 5" CRUSHED BASE d SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS SECTION A -A DRIVEWAY DETAIL FOR RURAL ROAD MINIMUM BACK OF CURB TO EDGE OF SIGN IN URBAN AREAS. IN RURAL AREAS MINIMUM EDGE OF PAVEMENT i TO EDGE OF SIGN. SIGN HEIGHT IN RURAL AREAS SHALL BE MEASURED FROM EDGE OF PAVEMENT 'STOP' SIGN SIZED PER MUTCD (MIN. 30") 2" GALVANIZED PERFORATED SQUARE TUBING 12 GA STEEL 2 i" GALVANIZED PERFORATED SQUARE TUBING 12 GA STEEL WITH CONNECTION MEETING MOT BREAKAWAY REOUREMENTS. EMBED 2' WITH 2" EXPOSED ALL STREET NAME SIGNS SHALL BE 0,125 GAUGE FLAT ALUMINUM STOCK. ALL OTHER SIGN BLANKS SHALL BE 0.060 GAUGE FLAT ALUMINUM STOCK, STREET NAME SIGN BLANKS SHALL BE 9" IN HEIGHT. LENGTH SHALL BE DETERMINED 8Y THE STREET NAME, CORNER RADIUS SHALL BE 1.5" STREET SIGN SHALL BE WHITE ON GREEN ACCORDING TO MUTCD WITH F WHITE BORDER. LETTERING SHALL BE 6" HIGH IN, CAPITAL LETTERS. PREFIX at SUFFIX SHALL BE 4". LETTERING SHALL BE HWY B FONT. ALL 5GN FACES SHALL BE 3M HIGH INTENSITY DMAMOND GRADE REFLECTIVE SHEETING OR APPROVED EQUAL. STREET NAME SIGNS SHALL BE ATTACHED TO THE TOP DF THE SIGN POST WITH A SQUARE CAP SIGN HOLDER WITH A 12" LONG MOUNTING BRACKET. A 12" LONG 90' CROSSPIECE SHALL BE USED FOR DUAL SIGN APPLICATIONS, STANDARD STREET SIGN DETAIL 220 Click to Return to Index Standard Details — Transportation System 4000 PSI CONCRETE 4' SECTION A—A STREET GRADE REINFORCED WITH 10/10 6.6 wwr SUPPORTED WITH #3 REINFORCING BARS AT 48" ON CENTER EACH WAY ON 3" CHAIRS STREET INTERSECTION GUTTER DETAIL PROPERTY LINE • vS• 2' WING AND CURB TRANSITION 24" n 60" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE. ADA SOLUTIONS. INC OR APPROVED EQUAL. BRICK RED IN COLOR 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1.12 (8.337), 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:4B (25). 4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS. 5. ALTERNATE DESIGNS AND LOCATIONS SHALL ?MEET THE REQUIREMENTS OF THE AMERICANS WITH ❑ISABILITES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCTION. 6- PEDESTRIAN RAMPS SHALL BF A MINIMUM OF 50 INCHES WIFE. TYPICAL PEDESTRIAN RAMP DETAIL 221 Click to Return to Index CU M Y CU 1n p Standard Details — Transportation System *C"°'\ 44*141* .'PROPERTY' ".\0... LINE• 40+ 2' WING AND CURB TRANSITION 24" x 60" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE, ADA SOLUTIONS, INC OR APPROVED EOUAL, BRICK RED IN COLOR 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY Gu1DELINES FOR DUILDINGS AND FACILITIES 2_ THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS_ THE MAxIMLIM SLOPE SHALL BE 1:12 (83315). 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (28). 4 A LANDING AREA. THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE 540810ED AT THE TDP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT ExCEEO 148 (28) IN ALL DIRECTIONS. 5- ALTERNATE DESIGNS AMD LOCATIONS SHALL MEET THE REQUIREMENTS or THE AMERICANS WITH DISABILITES ACT/ACCESSIBILPY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCTION. 6. PEDESTRIAN RAMPS SHALL RE a MINIMUM Or GO INr_HES WIDE. TYPICAL COLLECTOR PEDESTRIAN RAMP DETAIL 60' 24" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE. ADA SOLDTIGNS, INC. OR APPROVED EQUAL BRICK REO IN COLOR RETROFIT AREA CROSSWALK 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCES5161LITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (6.338). 3. THE CROSS SLOPE SHALL 8E NO GREATER THAN 1',48 (28). 4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (28) IN ALL DIRECTIONS. 5. IN INSTANCES WHEN IT WILL BE TECHNICALLY INFEASIBLE FOR A PEDESTRIAN RAMP TO BE CONSTRUCTED TO FULL AND STRICT COMPLIANCE WITH ADA STANDARDS, THE PEDESTRIAN RAMP MUST BE INSTALLED TO PROVIDE ACCESSIBILITY TO THE 548514/6 ExTENT FEASIBLE. ALTERNATIVE 0E51GN5 SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PR101 TO CONSTRUCTION_ 6, PEDESTRIAN RAMPS SHALL BE A MINIMUM o8 (0 INCHES WIDE. RETROFIT PEDESTIAN RAMP DETAIL 222 Click to Return to Index Standard Details — Transportation System DESIGN TOP 00 0208 GRADE 0.2 FT BELOW DESIGN TOP of CUR6 GRA00 PAVEMENT GRADE DIRECTION OF TRAFFIC IIII I� [li�l I 4' 0.2 FT BELOW PAVEMENT GRADE 0.2 FT BELOW DESIGN TOP OE CuR6 GRADE (SET TO LONGITUDINAL STREET GRADE) 1. REINFORCE CONCRETE W[TH 10/10 fi x 6 WWF SUPPORTED WITH 03 REFNFORCING BARS AT 48' ON CENTER EACH WAY ON 3" HIGH CHAIRS 2. CONSTRUCT 06106 TO PAVING. CONCRETE CURB INLET APRON DETAIL ROUND CONCRETE VALVE COLLAR ALTERNATE SOLAR: CONCRETE VALVE COLLAR #4 REBAR CENTER HORIZ. AND VERT. VALVE 60x CONTROL JOINT, TYP OF 4 ROUND CONCRETE MANHOLE COLLAR ALTERNATE SOUARE CONCRETE MANHOLE COLLAR TYPICAL ROAD SECTION PER TRENCH DETAIL 12" MIN VALVE BOX MANHOLE RING AND CASTING #4 REBAR CENTER HORIZ. AND VERT, CONTROL JOINT. TYP OF 4 CONCRETE VALVE BOX COLLAR #4 REBAR CENTER HORIZ. AND VERT. TYPICAL ROAD SECTION PER TRENCH DETAIL 6" MIN CONCRETE MANHOLE COLLAR 3/8'• m NOTE' PLAN VIEW ; SECTION VIEW 1- EDGES SHALL BE ROUNDED WITH A 1/4" RADIUS EDGING TOOL. JOINTS SHALL BE SAW CUT. 2. CONCRETE SHALL BE M-4000 WITH 3/4" MAX_ AGGREGATE, MIN. 28 DAY STRENGTH OF 4000 PSI, 55 +/- 1.50 AIR ENTRAINMENT AND MAX SLUMP OF 4'. 4. EJ SELF -LEVEL MANHOLE AND VALVE BOXES MAY BE USED IN LIEU OF CONCRETE COLLARS. A) SELF -LEVEL MANHOLE COVERS SHALL INCLUDE KALISPELL CUSTOM COVER AND LETTERING_ 04REBAR CENTER HORIZ. AND VERT. CONCRETE COLLAR DETAILS 223 Click to Return to Index Standard Details — Transportation System 'L • • ,EASEMENT.' • W b -W EE LOCAL STREET ECTION FOR ROAD SE CONSTRUCTION 60 FT RIGHT OF WAY 10 FT EASEMENT PROPERTY LINE FILLET. 5' x 5' STREET ND STOP SII N, TYP SS SS SS SS ADA SIDEWALK RAMP, TYP. e SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. LOCAL STREET CUL-DE-SAC 224 Click to Return to Index Standard Details — Transportation System ADA MAILBOX PULLOUT TYPICAL DETAIL 225 Click to Return to Index Standard Details — Transportation System SHARED 10' EASEMENT 10 80' 10' 12' I 14' I 12' 10' 10' I � 1 •I I W NT HEME' 1111,1! . l 7,, S tih SE PATH AMIE • J 0 lli� = ■ 1 �� IminaiN .l PROP SC LI;, III) MI 80' RIGHT OF WAY • E TY LINE FILLET, 5' I' x 80' CLEAR ION TRIANGLE 10' EASEMENT 2 SHARED USE PATH r BOULEVARDI2, 14' 12' LANE CENTER TURN LANE 2% 2 LANE CURB AND GUTTER 9 10' 4" ASPHALT 6" CRUSHED BASE 15" SUB -BASE 44' O SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND, EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE, NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. MINOR ARTERIAL 226 Click to Return to Index Standard Details — Transportation System 80' 10' 15'19' 11'51 12' 14' 12' 15'12i 9' Is 10' PROPERTY LINE FILLET, 5' x 5' BO' x 80' CLEAR VISION TRIANGLE 10' EASEMENT LANE 80' RIGHT OF WAY 14' CENTER TURN LANE 2% 2 12' LANE BIKE LANE CURB AND GUTTER 9' 5 i *4" ASPHALT 6" CRUSHED BASE 15" SUB -BASE 54' O+ SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS 10' EASEMENT UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. MAJOR COLLECTOR 227 Click to Return to Index Standard Details — Transportation System 60' RIGHT OF WAY 5' 6' 2 12' 12' 10' 1 0' 10' EASEMENT 60' RIGHT OF WAY 10' EASEMENT SIDEWALK BOULEVARD 12' TRAVEL LANE 2% 12' 10' TRAVEL LANE PARKING LANE 2% 2q CURB AND GUTTER 6' 5' 210 4" ASPHALT 6" CRUSHED RASE 15" SUB -BASE 40' ®* SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. MINOR COLLECTOR 228 Click to Return to Index Standard Details — Transportation System 10' EASEMENT 10' 5' 9' 60' RIGHT OF WAY 14' 14' 9 5 I-1 55 S5 ADA SIDEWALK RAMP, P. STREET AND STOP SIGN, TYP. w w STORM BASIN, 5 55 SIDEWALK EASEMENT ATER CCH P. w age 111110P% PROPERTY LINE FILLET, it lsxs 80' x 80' CLEAR I VISION TRIANGLE —w 60' RIGHT OF WAY 10' EASEMENT SIDEWALK BOULEVARD 2% 14' 1 4' 2% 29 O 4" ASPHALT 6" CRUSHED BASE 9" SUB -BASE 34' CURB AND GUTTER 9' O+ SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE, NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. URBAN LOCAL 229 Click to Return to Index Standard Details — Transportation System 20' RIGHT OF WAY 6' 6' 2% 2% 0`" ASPHALT �-!`il 6" CRUSHED BASE 15 SELECT SUB -BASE 0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS RESIDENTIAL 20' RIGHT OF WAY 10' 10' f0rH10,7 SIJ I_• P/i��)11E7�i�A1�3!�IY�A�livFsi�7�slRi�s�•+� �Vl'�^� ���� ���rs %. 4" ASPHALT 6" CRUSHED BASE 15" SELECT SUB -BASE O SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS COMMERCIAL ALLEY TYPICAL SECTION iQ ASPHALT - SHALL BE PG58-28 ASPHALT CONCRETE PAVEMENT SURFACE COURSE PG58-28 SHALL BE ACCOMPLISHED IN ACCORDANCE WITH SECTION 02510 MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS, SEVENTH EDITION, APRIL 2021. SEE CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION FOR PAVEMENT AND MATERIAL TESTING REQUIREMENTS. ® CRUSHED GRAVEL BASE, -3/4' DIAMETER 095% MAX DRY DENSITY (f 3% OPTIMUM MOISTURE) PER AASHTO T-99 1 SUB -BASE 095% MAX DRY DENSITY (± 3% OPTIMUM MOISTURE) PER AASHTO T-991. 1 CRUSHED GRAVEL SHOULDER, -3/4" DIAMETER @ 95% MAX DRY DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. A. THICKNESSES OF ASPHALT, CRUSHED GRAVEL AND SUB -BASE SHALL BE AS SHOWN, UNLESS AN ALTERNATE DESIGN IS APPROVED. THE FINAL STREET DESIGN SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO START OF CONSTRUCTION. B. THE WIDTH OF THE RIGHT-OF-WAY MAY BE INCREASED DUE TO UTILITIES, OR OTHER REQUIREMENTS. C. THE MAXIMUM GRADE SHALL BE 8%. D. ON STREET PARKING GOVERNED BY CITY OF KALISPELL SUBDIVISION REGULATIONS. sr6 ROAD CONSTRUCTION NOTES AND SPECIFICATIONS 230 Click to Return to Index Standard Details — Transportation System 1. I/2- EXPANSION JOINT MATERIAL SHALL DIE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY. 2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 1D' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1S5" AND A MINIMUM WIDTH OF 1/8". CONTRACTION JOINTS SHALL BE CONSTRUCTED 80 SAWING 0R SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPEWED MINIMUM DEPTH. 3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4". 4. CONCRETE SHALL BE M-4500 WRH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 401, 55 TO 83 AIR ENTRAINMENT, AND MAXIMLM SLUMP OE 4". 5. INDIVIDUAL CONTRACTORS FORMS MAO VARY SLIGH LT FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO 780 01TY FOR REVIEW. 6. FOUR {NCHE5 OF CRUSHED GRAVEL BASE MATERLAL, -3/4" DIAMETER IS RE5UIRED EOR THE CURD AND GUTTER FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 955 DEN5RY (± 35 OPTIMUM MOISTURE) PER AASHTO T-99. STANDARD CURB AND GUTTER SECTION 1. 1/2" EXPANSION 301NT MATERIAL SHALL BE PLACED AT EACH POINT 00 CURVATURE AND POINT OF TANGENCY. 2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURE LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 155' AND A MINIMUM WIDTH OF 1/8 CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OF SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND OESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. EXP05ED EDGES SHALL DE FINISHED TC A RADIUS OE 1/4". 4. CONCRETE SHALL 61 M-4520 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PSI, 55 TO 83 AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4". 5- INDIVIDUAL CONTRACTORS 0ORMS MAO VARY SLIGHTLY FROM THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMEN510N5 SHALL BE SUBMITTED TO THE 5ITY FOR REVIEW, 6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL. -3/4' DIAMETER IS REOUIRED FOR THE CURB AND OUTER FOUNDATION. THE BA5E MATERIAL SHALL BE COMPACTED TO 955 DEN5ITY (f 35 OPTIMUM MOISTURE) PER AASHTO T-99. 7. THIS CURE D0E5 NOT MEET HANDICAPPED ACCESS REQUIREMENTS AND 51-IALL NOT BE USED FOR ACCESS RAMPS. STANDARD DRIVE OVER CURB AND GUTTER 231 Click to Return to Index Standard Details — Transportation System 8" 1_ 1/2" EXPANSION 301NT MATERIAL SHALL BE PLACED AT EACH POINT OF CURVATURE AND POINT OF TANGENCY, 2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1r AND A MINIMUM WIDTH OF 1/8"- CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. 3. VISIBLE EDGES SHALL BE FINISHED TO A RADIUS OF 1/4", UNLESS OTH2121418E NOTED. 4. GRADE, ALIGNMENT AND FORMS SHALL BE INSPECTED BY THE CRY PRIOR TO POURING. 5. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE. MINIMUM 28–DAY STRENGTH OF 4500 PSI, 6% TO 8% AIR ENTRAINMENT, ANSI MAXIMUM SLUMP OF 4'. 5 INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY 1904 THIS PATTERN- PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 7. POUR INCHES OF CRUSHED GRAVEL BASE MATERIAL. –3/4" DIAMETER 15 REOUIREB FOR THE CURB FOUNDATION. THE BASE MATERLAL SHALL BE COMPACTED TO 95% MUD (4/– 346 MOISTURE) PER AASHTO T-99. 8. IF SLIP–FORMS ARE USED, A TEST SECTION SHALL BE POURED, INSPECTED AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO PLACEMENT OF ANY PERMANENT STRAIGHT CURB 9. ONLY ALLOWED WITH SPECIFIC APPROVAL OF CITY ENGINEER TO MATCH EXISTING CURB. STRAIGHT CURB SECTION 3' 9' LOCAL ST - 5COLLECTOR SIDEWALK— 5=2,00% MAX 5=2.00% MIN BOULFVAR0 �?V-7 1. PRE --FORMED 1/2" EXPANSION JOINT MATERIAL MEETING THE REQUIREMENTS OF 4451-T0 9--213 SHALL BE PLACED AT 45–FOOT INTERVALS AND AT ALL COLD JOINTS, 2 CONTRACTION JOINTS SHALL BE SPACED THE APPROXIMATE SAME DIMENSION AS THE WIDTH, BUT NOT TO EXCEED SIX FEET. CONTRACTION 2014475 SHALL BE CONSTRUCTED BY SAWING OR SCORING- A TOOL SHALL BE USED WHICH WILL LEAVE THE EDGES ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH. CONTRACTION JOINTS SHALL BE A MINIMUM OF Ya TIMES THE SIDEWALK THICKNESS. 3. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH AN EDGING TOOL WITH A MINIMUM 1/4" RADIUS_ 4. CONCRETE SHALL BE 9-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28–DAY STRENGTH OF 4520 PSI, 5% TO 8% AIR ENTRAINMENT. AND MAXIMUM SLUMP 08 5, SIX INCHES OF CRUSHED GRAVEL BASE MATERIAL. –3/4' DIAMETER IS REQUIRED FOR THE SIDEWALK FOUNDATION. THE BASE MATERIAL SHALL BE COMPACTED TO 95% DENSITY (f 3% OPTIMUM MOISTURE) PER AASHTO T-99. 6_ SIDEWALK MIN1949 THICKNESS' RESIDENTIAL: 4" COMMERCIAL OR AT DRIVE 84910410; F" STANDARD SIDEWALK SECTION 232 Click to Return to Index Standard Details — Transportation System 11111 11A BOULEVARD nnrounc CONCRETE' SIDEWALK FLOWUNE URB AND GUTTER IIIInMWm A 4 TRANSITION SIDEWALK 5' 2% MAX EXPANSION JOINT APRON SECTION A -A 4 TRANSITION 6" CONCRETE W/6" BASE MATERIAL RASE MATERIAL 1. BASE MATERIAL SHALL. BE CRUSHED GRAVEL. —3/4" DIAMETER COMPACTED TO 950 DENSITY (+/— 3R OPTIMUM MOISTURE} PER AASHTO T-99. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28—DAY STRENGTH OF 4500 554, 5% TO 8% AIR ENTRANEMENT, AND MAXIMUM SLUMP OE 4" DRIVEWAY DETAIL FOR CURB & GUTTER SIDEWALK 5' 1 2% MAX APRON 6' 015 F. BASE MATERIAL SHALL BE CRUSHED GRAVEL, — 3/4" DIAMETER COMPACTED TO 958 MAX DRY DENSITY (+/— 3% OPTIMUM MOISTURE) PER PASHTO T-99. 2. CONCRETE SHALL BE M-4500 5505 3/4" MAXIMUM 805145GATE, MINIMUM 24 DAT STRENGTH OF 4500 P51. 50 TO 80 AIR ENTRAINMENT, A145 A MAXIMUM SLUMP OF 4" " CONCRETE 1" VERTICAL EXPOSURE ACROSS DRIVEWAY SECTION DRIVEWAY DETAIL FOR STRAIGHT CURB 233 Click to Return to Index Standard Details — Transportation System SIDEWALK SHALL BE 6" MIN- AT DRIVEWAY SIDEWALK 1 2% MA% APRON VARIE 6" CONCRETT W/6" BASE MATERIAL 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL. -3/4" DIAMETER COMPACTED TO 951 DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAXIMUM AGGREGATE. MINIMUM 28 -DAY STRENGTH OF 4500 PS1, 5% TO 8% AJR ENTRANEMENT. AND MAXIMUM SLUMP OF 4" BASE MATERIAL SECTION A -A DRIVEWAY DETAIL SIDEWALK AT CURB ALT 1 SIDEWALK SHALL BE 6" MIN. AT DRIVEWAY • DF1v,EhAY, . • 51RWALM F:AVP:.1 ' ; v:,1326L1.,'fit' :• .. .. •: 2082 55 '- • " ' jIDEJYALK RAMP' .. w, • 6 VARIES A SIDEWALK 5' 6" CONCRETE 5/6" BASE MATERIAL 1. BASE MATERIAL SHALL BE CRUSHED GRAVEL. -3/4" DIAMETER COMPACTED TO 95% DENSITY (+/- 3% OPTIMUM MOISTURE) PER AASHTO T-99. 2 CONCRETE SHALL BE 9-4500 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28 -DAY STRENGTH OF 4500 PS1, 5% TO 8% AIR ENTRANEMENT. AND MAXIMUM SLUMP OF 4" 48 AIAX ._. i�r viii :Y ,Y BASE MATERIAL SECTION A -A DRIVEWAY DETAIL SIDEWALK AT CURB ALT 2 234 Click to Return to Index Standard Details — Transportation System R/0/4 5 FT SIDEWAL7 4" ASPHALT '4 FT PUBLIC UTILITY BENCH_ 5WALE I 1L"EDL EC FLARED ENDND SECTION DELINEATOR POST AT CULVERT ENDS SHOULDER. 'N ---.SAW CUT FOR PAV1NG JOINT AT EXISTING ASPHALT A 3' 2% MM SAW CUT FOR PAVING JOINT AT EXISTING ASPHALT EXISTING RURAL ROAD 12' CULVERT WITH FLARED END SECTION 4" ASPHALT 6" CRUSHED BASE 0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS sRCTIDN A -A DRIVEWAY DETAIL FOR RURAL ROAD 24" 811,111,108 BACK OF CURB TO EDGE OF SIGN 1N URBAN- AREAS. IN RURAL AREAS MINIMUM EDGE OF PAVEMENT TO EDGE OF SIGN. SIGN HEIGHT IN RURAL AREAS SHALL BE MEASURED FROM EDGE OF PAVEMENT '5107' SIGN 51ZE0 PER M0122 (MIN. 30") 2" GALVANZ1ED 12 GA PS22" 2 i" GALVANIZED 12 GA PSST CONNECTION MEETING MDT BREAKAWAY REDUIREMENTS. EMBED 4' WITH 2" EXPOSED- PROVIDE GALVANIZED NON -PERFORATED SLEEVE FOR TOP 1E1" OF ANC1-104.* OMNI SLEEVE SEE NOTE SIGNAGE ON STREETS WITH A SPEED LIMIT GREATER THAN 25 MPH SHALL UTILIZE 2-5" GALVANIZED 12 GA PSST FOR THE POLE AND A 3" 50UARE NON -PERFORATED 7 GA "LUSE FOR THE ANCHOR SLEEVE. THE SIGN POST SHALL BE CONNECTED TO THE ANCHOR SLEEVE USING A TRIANGULAR SLIP BASE ASSEMBLY INSTALLED PER THE MANUFACTURER RECOMMENDATIONS, SHIM AS RECUIRED PER MANUFACTURER RECOMMENDATION TO TAKE UP TOLERANCE BETWEEN SLIP BASE STUB AND ANCHOR SLEEVE. a ALL STREET NAME SIGNS SHALL BE 0.125 GAUGE FIAT ALUMINUM STOCK, ALL OTHER SIGN BLANKS SHALL BE 0.080 GAUGE FIAT ALUMINUM STOCK, STREET NAME SIGN BLANKS SHALL BE 9" IN HEIGHT. LENGTH SHALL BE DETERMINED BY THE STREET NAME. CORNER RADIUS SHALL BE 1.5" STREET SIGN SHALL BE WHITE 014 GREEN ACCORDING TO MUTCD WITH r WHITE BORDER. LETTERING SHALL BE e" 8168 IN CAPITAL LETTERS. PREFIX h SUFFIX SHALL BE 4'. LETTERING SHALL BE RAN S FONT. ALL SIGN FACES SHALL BE JM HIGH INTENSITY DIAMOND GRADE REFLECTIVE SHEETING OR APPROVEO EOUAL. STREET NAME SIGNS SHALL BE ATTACHED TO THE TOP OF THE SIGN POST WITH A SOUARE CAP SIGN HOLDER WITH A 12" LONG MOUNTING BRACKET. A 12" LONG 9[Y CROSSPIECE SHALL 90 115F0 FOR DUAL SIGN APPLICATIONS. INSTALL 2 r x 18" k 12GA. OMNI SLEEVE IN UNDISTURBED AREAS. 111 DISTURBED AREAS ENCASE POST WITH A MINIMUM OF 18" DIAMETER BY 24" LONG CONCRETE SASE. STANDARD STREET SIGN DETAIL REV 9/12/18 235 Click to Return to Index Standard Details — Transportation System TCH LC ITUD1NA1 _jmnius ainej A wz 4000 PSI CONCRETE 4 8 SECTION A -A REINFORCED WITH 10/10 646 WWF SUPPORTED WITH #3 REINFORCING BARS AT 48" ON CENTER EACH WAY ON 3" CHAIRS STREET INTERSECTION GUTTER DETAIL vol 2' WING AND CURB TRANSITION 24" X 60" CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE TILE. ADA SOLUTIONS, INC 0R APPROVED EOUAL. BRICK RED IN COLOR 1 PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABIUTIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.335). 3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (2%). 4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (20) rN ALL DIRECTIONS. 5. ALTERNATE DESIGNS AND LOCATIONS SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILTTES ACT/ACCESSIBNTY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCTION 6. PEDESTRIAN RAMPS SHALL 6E A MINIMUM OF 60 INCHES WIDE. ST.16) TYPICAL PEDESTRIAN RAMP DETAIL 236 Click to Return to Index Standard Details — Transportation System .•.•.•........•....:• • 2' WING AND CURB TRANSITION r 24" x 60- CAST IN PLACE REPLACEAOLE TACTILE WARNING SURFACE TILE. ADA SOLUTIONS. INC OR APPROVED EQUAL. BRICK RED IN COLOR 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FDR Bu1LDIN05 AND FACILITIES. 2. THE LEAST POS518LE SLOPE SHALL BE USED FOR PEDES -nom RAMPS, THE MAXIMUM SLOPE SHALL BE 1',12 (8.338). 3. THE CRO55 SLOPE SHALL BE NO GREATER THAN 1:46 )20). 4, A LANDING AREA THE WIDTH 0f THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP, SLOPE Or THE LANDING SHALL NOT ExCEED 1'.48 (28) IN ALL DIRECTIONS. 5. ALTERNATE 6ESIGNS AND LOCATIONS SHALL MEET THE REODIREMENTS 01 THE AMER100N5 WITH DISABILRES ACT/ACCESSIBILITY GUIDELINES r0R BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO START OF CONSTRUCT1ON. 6. PEDESTRIAN RAMPS SHALL BE A MIN1MUM OF 60 INCHES WIDE - TYPICAL COLLECTOR PEDESTRIAN RAMP DETAIL 0 6`722 MAXIMUM 1:12 60" x 24- CAST IN PLACE REPLACEABLE TACTILE WARNING SURFACE OLE, ADA SOLUTIONS, INC. OR APPROVED EQUAL BRICK RED IN COLOR RETROFlT AREA MAX, 27 5% MAx CROSSWALK 1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. 2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOP PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL HE 1:12 (8.33%). 3. THE CROSS SLOPE SHALL HE N0 GREATER THAN 1'.48 (2%). 4 A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 38 INCHES 1N LENGTH SHALL BE PROVIDED AT THE TOP OF THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (20) IN ALL DIRECTIONS. 5- IN INSTANCES WHEN IT WILL BE TECHNICALLY INFEASIBLE FOR A PEDESTRIAN RAMP TO BE CONSTRUCTED TO FULL AND STRICT COMPLIANCE WITH ADA STANDARDS, THE PEDESTRIAN RAMP MUST BE INSTALLED TO PROVIDE ACCESSIBILITY TO THE MAXIMUM EXTENT FEASIBLE, ALTERNATNE DESIGNS SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT 04I00 TO CONSTRUCTION. 6. PEDESTRIAN RAPS SHALL BE A MINIMUM 04 CO HES w:1.6 RETROFIT PEDESTIAN RAMP DETAIL 237 Click to Return to Index Standard Details — Transportation System DESIGN TOP OF CURB GRADE 0.2 FT BELOW DESIGN TOP OF CUTE GRAD O2 FT BELOW PAVEMENT GRADE PAVEMENT GRADE 0.2 FT BELOW DESIGN TOP OF CURB GRADE (SET TO LONGITUDINAL STREET GRADE) %�/�� 00000@@ � 00001 1, REINFORCE CONCRETE WITH 10/10 6 X 6 WWF SUPPORTED WITH #3 REINFORCING BARS AT 46 ON CENTER EACH WAY ON 3" HIGH CHAIRS 2- CONSTRUCT PRIOR TO PAVING - CONCRETE CURB INLET APRON DETAIL DIRECTION OF TRAFFIC ROUND CONCRETE VALVE COLLAR ALTERNATE SQUARE CONCRETE VALVE COLLAR #4 REBAR CENTER HORIZ. AND VERT. VALVE BOX CONTROL JOINT, TYP OF 4 ROUND CONCRETE MANHOLE COLLAR ALTERNATE SQUARE CONCRETE MANHOLE COLLAR TYPICAL ROAD SECTION PER TRENCH DETAIL 12" MIN VALVE BOX 3/S" MANHOLE RING AND CASTING #4 REBAR CENTER HORIZ. AND VERT. CONTROL JOINT. 10! CONCRETE VALVE BOX COLLAR #4 REBAR CENTER HORIZ. AND VERT, T PICAL ROAD SECTION PER TRENCH DETAIL 18" MIN CONCRETE MANHOLE COLLAR 3/6" OF 4 4 REBAR CENTER HORIZ. AND VERT. PLAN VIEW SECTION VIEW NorE: 1. ALL VISIBLE EDGES AND JOINTS SHALL 8E ROUNDED WITH A 1/4" RADIUS EDGING TOOL. 2. CONCRETE SHALL BE M-4500 WITH 3/4" MAX, AGGREGATE, MIN, 28 DAY STRENGTH OF 4500 PSI, 5% TO 8R AIR ENTRAINMENT AND MAX SLUMP OF 4". 3. ALL JOINTS SHALL BE 5Aw Out CONCRETE COLLAR DETAILS 238 Click to Return to Index Standard Details — Transportation System • • "EASEMENT. • • • . • • • • \ EE LOCAL STREET ECTION FOR ROAD SE CONSTRUCTION 60 FT RICHT OF WAY 10 FT EASEMENT • / PROPERTY LINE FILLET, 9' x 5' • • • ' • NMI + •+ STREET D 111111,111111,+ EASEMENT + MEI STOP SN N, TYP ZONINtikrNIE *� SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS SS ADA SIDEWALK RAMP, TYP. UTILITY NOTE: ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE BACK OF CURB AND SIDEWALK. LOCAL STREET CUL-DE-SAC 239 Click to Return to Index Standard Details — Transportation System MAILBOX CLUSTER EDGE OF PUBLIC RIGHT-OF-WAY 3 a ADA MAILBOX PULLOUT TYPICAL DETAIL 240 Click to Return to Index Standard Details — Transportation System .a ROAD CENTERLINE LANE CENTERLINE WHEEL PATH Plow , 4 d NOTE. 1. WHEEL PATH IS DEFINED AS 3' ON EACH SIDE OF THE CENTER OF THE LANE AND 6" ON EACH SIDE OF THAT LrNE. WHEEL PATH DETAIL GATE SHALL ONLY BE SECURED BY LATCH. NO PINS SHALL BE ANCHORED INTO THE GROUND TO KEEP THE GATE CLOSED. WALL CONSTRUCTION MATERIALS NOT DICTATED BY THIS DETAIL FNCIOSURF 0141F NOTES, 1. DETAILS SHOW M111I636 DIMENSIONS 2. BOLLARDS MAY BE PLACED ONSIDE ENCLOSURE BUT MUST BE WITHIN 4" OF THE WALL 3. BOTTOM Of ENCLOSURE SIIALL BE CONCRETE OR ASPHALT. Ar4.10' MIN OPENING 12' PLAN VIEW SOLID WASTE ENCLOSURE 241 Click to Return to Index 1. BRUCE CONSTANT, ARROWHEAD DVSFD II Inc Comment Hello, Thank you for including me in the City of Kalispell Standards update. Please consider the following suggestions to the recommended Standards. First, place the sewer lateral no more than 5 and 1/2 feet at the curb. This allows ample elevation from ROW to house and safe installation and inspection. Secondly, for ease of locating the sewer and water service, stamp an "S" or "W" in the freshly poured curb to indicate location. If you have any questions, or need further clarification on suggestions, please do not hesitate to contact me. City Regarding the sewer service depth, 5 1/2 feet depth at the back of curb would preclude the installation of a basement in most cases. Rather than Response dictate a specific depth at the curb, we would prefer to leave the options open to the developer as to what is the necessary and appropriate depth for a given lot. Regarding the "S" and "W" stamps, currently new water services can be adequately and visually located using the curb stop and meter pits placed in the boulevard. The water and sewer services are considered private infrastructure and are not required to be located by the City of Kalispell. Although we are not required to locate water services, we typically do locate them as a service to our customers as part of utility locate call outs. In the past, sewer service stub -outs were not adequately marked, and builders had to refer to record drawings of the project to determine their location. This is still the case in many in -fill lots. Sometimes, lack of accuracy or lack of detail in the record drawings can make these services very difficult, time consuming, and expensive to locate. We concur that stamps in the face of the curb would be a nice way for builders to be able to locate sewer services, but we would prefer to leave that option open to the specific development. For new development, current standards (and proposed standards) require sewer service stub -outs to be marked at the ends of the service with a buried 2"x4" and a steel t -post which is required to be at least 2' above the surface. See detail SA.5. We believe the current provisions for sewer service stub -outs are adequate but would also approve curb stamps in addition to the minimum requirements of the standards if the developer so chooses. 1 2. MIKE BRODIE, WGM GROUP Comment In regard to the following section: 9.1.4 Traffic Calming A. Traffic calming devices should only be considered for installation when a known issue with speeding has been identified by CK PWD and has been supported by engineering traffic review. B. Traffic calming devices may not be installed in new developments. Transportation facilities in new developments should be appropriately designed to accommodate minimum design speeds. Item "B" addresses traffic calming as though it is only a retroactive solution. This is an unnecessary restriction that will limit creativity in new developments. The ITE defines traffic calming as follows: Traffic Calming is the combination of mainly physical measures that reduce the negative effects of motor vehicle use, alter driver behavior and improve conditions for non -motorized street users. We most certainly should be building new developments with our non -motorized traffic in mind. I would propose amending this language to be as follows: B. Traffic calming methods promoting non -motorized transportation use and safety such as curb bulbs/extensions, raised grade crossings, etc. may be considered where approved by Engineering Traffic review. All new public transportation facilities in new developments should be appropriately designed to accommodate minimum design speeds unless appropriate justification is provided and approved. In regard to the following section, there is an incomplete thought regarding driveways: 9.1.14 Driveways: A. Access and spacing shall comply with . City Response The installation of traffic calming measures will correspond to instances where traffic speeds and volumes are outside of the regulatory or design parameters for the street classification. The primary role for streets is to provide for vehicular transportation with secondary roles for bikes, pedestrians, parking, and other uses. This does not mean that other uses are not considered in new street design. The proposed Standard Detail for Major Collectors (see detail ST.2) includes a provision for bike lanes and all classifications require pedestrian facilities. Additionally, the Move 2040 Transportation Plan devotes Chapter 9 to Bicycle and Pedestrian System Analysis and Recommendations which includes proposed sidewalks, shared use paths, bike lanes, and bike routes in existing transportation corridors of the City as well as growth areas. (Continued on next page) 2 3 Pedestrian features as listed in the comment (curb bulbs / extensions, raised grade crossings, etc.) would be considered in design when feasible and appropriate for the development and end users, but also need to consider maintenance, bus routing, emergency response traffic, and other road users into the design and are not considered traffic calming features solely on their existence. Good traffic calming features require drivers to slow to navigate based on an obstacle or added complexity. If drivers do not slow, they could potentially damage their vehicles, private property, and/or city infrastructure. In essence, the goal of traffic calming is to create an obstacle in the road, which requires drivers to slow down below design speeds. Traffic calming has to be a correct balance of both functionality and liability because their installation shifts risk to the city. If someone gets into an accident because they are exceeding the speed limit, they are liable. If someone gets into an accident at or below the posted speed limit, it creates ambiguity for liability. Street design for new development should be completed to accommodate the minimum design speeds for the roadway which accommodate the regulatory speeds for the city, liability for end users, and follow accepted best practices for design. For these reasons, staff recommends traffic calming to be instituted based on measured vehicular behavior, not aesthetics or designs which don't accommodate established design speeds. Concerning section 9.1.14 Driveways, the section should read: A. Access and spacing shall comply with Table 9 — Access Spacing Guidelines. 3. Wade Rademacher, Edge LLC Comment Edge LLC and Meadows Edge LLC are in favor of the city acquiring updated software to help with the submission/review process. We feel this would greatly streamline the process through better communication with the city, engineers, architects, developers and builders. The increase review fees to fund the software/program would be well worth the efficiency. Delays in construction can cost thousands of dollars. A couple hundred on the front end is not a concern of ours. Thank you for your consideration. Additional communications with local engineers Additional changes were made to the Traffic Impact Study portion of chapter 9 based on communications on the draft with local engineers. The concern was that the requirements in Table 7 encompassed too many adjacent properties and roadways and would unnecessarily make the TIS very expensive to complete. After consultation, the text was modified from radial distance to roadway miles. For example, "All major signalized and unsignalized intersections within 1 mile" was modified to "All major signalized and unsignalized intersections within 1 roadway mile." Also, the definition of major intersection was modified from, "Major intersections include intersections where one of the roadways is a functional class greater than local" to "Major intersections include intersections where one of the roadways is a functional class greater than local and all legs have >800 vehicle trips per day." 3