06-27-22 Work Session Agenda and Materials
Page 1 of 1
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.
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 per Day, Firm-production potential
with largest well offline
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
2
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.
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.
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20,000
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2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 2026 2027 2028 2029
PO
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POPULATION PROJECTION COMPARISONS
Actuals Facility Plan 2% Est
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)
4
• 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
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. XXXX
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.
201 1st Avenue E
PO BOX 1997
Kalispell, MT 59903
Public Works Department
Phone (406)758-7720
Fax (406)758-7831
www.kalispell.com
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
• Section 3.1.4 Review Fees
• Section 3.1.5 Construction Drawings
• Chapter 7 Pretreatment
• Table 7 – Traffic Impact Study
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
PUBLIC WORKS DEPARTMENT
CITY OF KALISPELL, MONTANA
JULY 5, 2022
STANDARDS FOR DESIGN AND CONSTRUCTION
i
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
ii
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
iii
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
iv
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
v
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
vi
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
vii
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
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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
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Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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
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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
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Chapter 1 - Construction Within City Right-of-Way
1.1.6D
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
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Chapter 1 - Construction Within City Right-of-Way
1.1.10D
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.
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Chapter 1 - Construction Within City Right-of-Way
1.1.11
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 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
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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.
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Chapter 1 - Construction Within City Right-of-Way
1.1.16B
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.
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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/DocumentCenter/View/482/Special-Provision-02720-PDF
4 http://www.kalispell.com/DocumentCenter/View/483/Special-Provision-02730-PDF
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Chapter 1 - Construction Within City Right-of-Way
1.4.2
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.
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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)
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Chapter 1 - Construction Within City Right-of-Way
1.4.3
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
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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 O, 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 O 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).
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Chapter 1 - Construction Within City Right-of-Way
1.7
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.
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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
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Chapter 2- Design Criteria
2.1.2
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 ½, ¼, or ¼ ¼
information as applicable (e.g., SW ¼ NE ¼).
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.
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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.
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Chapter 2- Design Criteria
2.1.4C.IX.d
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:
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Chapter 2- Design Criteria
2.1.7G
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
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Chapter 2- Design Criteria
2.1.8
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
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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 here1 (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
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Chapter 3- Project Submittals
3.1.2
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
Service1.
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/
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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.
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Chapter 3- Project Submittals
3.3
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.
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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
Regulations1 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
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Chapter 4- Development
4.1.2F
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.
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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. Average Day Demand
b. Peaking Factor
c. Max Day Demand
d. 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
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Chapter 5- Water System
5.1.2A.IV
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
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Chapter 5- Water System
5.1.5C.II
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 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.
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Chapter 5- Water System
5.1.5C.II.a
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 ¾-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
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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.
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Chapter 5- Water System
5.2.8
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 ¼ - 2-inch service).
C. Cast iron extension type with arch pattern base.
D. Minimum length 6 ½ 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.
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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 ¾-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.
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Chapter 5- Water System
5.2.19
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 ½ 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/
6.1.1F.XII
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Chapter 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
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Chapter 6- Sanitary Sewer System
6.1.2
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/l.
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-
1f7aa15e0f95&dbid=0
6.1.7B.I
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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
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Chapter 6- Sanitary Sewer System
6.1.8
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
6.2.7D
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Chapter 6- Sanitary Sewer System
6.2.7D
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 ¼-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®1 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 TriView™3 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/
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Chapter 6- Sanitary Sewer System
6.2.8
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 Gig1 Manhole Riser Collar System;
II. Cretex External Chimney Seal2;
III. Cretex Internal Chimney Seal3;
IV. WrapidSeal™4 Manhole Encapsulation System;
V. Mr. Manhole5; 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-Wrap™9;
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 https://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-polyolefin-backed-exterior-joint-wrap/
6.2.9H.III
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Chapter 6- Sanitary Sewer System
6.2.9H.III
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-h1r-n-2.pdf
2 https://www.ixomwatercare.com/equipment/ap-series-air-powered-mixers/ap500
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Chapter 6- Sanitary Sewer System
6.2.9I
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/
6.2.9J.II.f
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Chapter 6- Sanitary Sewer System
6.2.9J.II.f
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.
J. 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
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Chapter 6- Sanitary Sewer System
6.2.9J.III
III. Walls
a. 8-foot floor to ceiling height
b. 6-inch wall studs
c. R-19 insulation
d. Exterior
i ½-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
6.2.11D.III
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Chapter 6- Sanitary Sewer System
6.2.11D.III
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 ¾-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 ½ 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://qcode.us/codes/kalispell/view.php?topic=24-9-24_91
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Chapter 7- Pretreatment
Chapter 7
Chapter 7 Pretreatment
7.1. DESIGN AND CONSTRUCTION STANDARDS
7.1.1 General
A. Refer to the Fats, Oil, and Grease (FOG) Policy Requirements1, 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/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
7.1.7C
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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.
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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.
8.1.1C.I.a
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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 a re
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.
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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:
8.1.2A.II.j
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8.1.2A.II.j
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;
g. 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;
j. 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;
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8.1.2A.II.k
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);
l. 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.
8.1.2C.II.f
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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 ¼ 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
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8.1.2C.III
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.
8.1.3A.III
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8.1.3A.III
f. 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.
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8.1.3B
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 g ravel
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.
8.1.3E.III.a.iii
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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 Manual1);
iii Additional or alternate test methods, upon approval from the City
Engineer.
1 http://www.kalispell.com/DocumentCenter/View/484/BMP-DesignGuidance-Manual-PDF
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8.1.3E.IV
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 un der 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:
8.1.3F.II
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8.1.3F.II
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 dis posal,
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.
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8.1.3F.III
III. Recommendations shall be summarized and provided electronically in
Microsoft Excel, per the format found in Table 2.
Table 2 - Example Geotechnical Recommendation Summary
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[1]
De
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[2]
Summary of Geotechnical Recommendations[3]
Bl
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1-8
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M
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b
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e
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.
Bl
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k
2
Lo
t
s
1-3
ye
s
4
f
e
e
t
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.
Bl
o
c
k
2
Lo
t
s
4-8
no
n/
a
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.
8.1.4C.II.g.i
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8.1.4C.II.g.i
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 Manual1 (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
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Chapter 8- Storm Sewer System
8.1.4C.II.g.iA)
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
i 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.
8.1.4C.V.a.ii
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Chapter 8- Storm Sewer System
8.1.4C.V.a.ii
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.
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Chapter 8- Storm Sewer System
8.1.4C.VI
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:
8.1.5C.I
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Chapter 8- Storm Sewer System
8.1.5C.I
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
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Chapter 8- Storm Sewer System
8.1.5D
D. Basin Areas:
I. The basin area must reflect the actual runoff characteristics as closely as
possible and be co nsistent 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 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.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figures/FlowRes
trictorBaffle.pdf
2
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figure s/FlowRes
trictorTEE.pdf
3
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figures/FlowRes
trictorWeir.pdf
8.1.5E.IV.b
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8.1.5E.IV.b
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 Types
Weir/Orifice Type Equation C
Sharp Crested V-notch weir1 𝑄=𝐶(tan 𝜃
2)𝐻
1
2 0.60
Broad Crested Suppressed
Rectangular Weir 𝑄=𝐶𝐿𝐻
3
2 0.33
Rectangular Sharp Crested Weirs:
Contracted: 𝑄=𝐶(𝐿−0.2𝐻)𝐻
3
2 3.27 +0.40 𝐻
𝑌
Suppressed 𝑄=𝐶𝐿𝐻
3
2
Sharp Crested Cipoletti
(Trapezoidal) 1:4 Side Slopes 𝑄=𝐶𝐿𝐻
3
2 3.367
Broad Crested Trapezoidal Weir 𝑄=𝐶(2𝑔)
1
2 [2
3 𝐿𝐻
3
2 +8
15 (tan 𝜃)𝐻
5
2 ] 0.60
Orifice 𝑄=𝐶𝐴√2𝑔𝐻 0.62
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); θ = angle of side slopes (degrees); Y = storage depth (feet); L = weir length or opening
(feet)
2
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/2019SWMMWW.htm#Topi cs/VolumeV/De
tentionBMPs/ControlStructureDesign.htm
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Chapter 8- Storm Sewer System
8.1.5F
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%, or as 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.
8.1.5F.IV.b
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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 Types
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.
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8.1.5F.V
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.
8.1.5H.I.c
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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.
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Chapter 8- Storm Sewer System
8.1.5H.II
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.
8.1.5H.VI.h.iii
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8.1.5H.VI.h.iii
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.
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.
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Chapter 8- Storm Sewer System
8.1.5H.VII
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, 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.
8.1.5H.IX.a.xiii
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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.
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Chapter 8- Storm Sewer System
8.1.5H.X
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:
8.1.6A.I
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Chapter 8- Storm Sewer System
8.1.6A.I
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:
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Chapter 8- Storm Sewer System
8.1.6A.I.a
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:
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:
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
8.1.6B.I
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Chapter 8- Storm Sewer System
8.1.6B.I
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 Design1 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
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Chapter 8- Storm Sewer System
8.1.6B.I.a
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 typica lly 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;
8.1.6B.III.e.v
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Chapter 8- Storm Sewer System
8.1.6B.III.e.v
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:
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.
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Chapter 8- Storm Sewer System
8.1.6C
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.
8.1.6D.I.b.ix
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Chapter 8- Storm Sewer System
8.1.6D.I.b.ix
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 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.
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
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Chapter 8- Storm Sewer System
8.1.6D.II
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.
j. Combined sanitary and storm sewer systems are prohibited.
8.1.6F.I.a.iiA)
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Chapter 8- Storm Sewer System
8.1.6F.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
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Chapter 8- Storm Sewer System
8.1.6F.I.a.iii
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
8.1.7B.I.h
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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 (NOT5)
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
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Chapter 8- Storm Sewer System
8.1.7B.II
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
8.1.8C.II.f
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Chapter 8- Storm Sewer System
8.1.8C.II.f
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.
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Chapter 8- Storm Sewer System
8.1.8D
D. Maintenance Permit & Waiver of Protest for SID
I. Requirements:
a. The Stormwater Maintenance Permit Application1 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
8.1.9B.II
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Chapter 8- Storm Sewer System
8.1.9B.II
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.1
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
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8.1.9B.III
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.
8.2.3E.II
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8.2.3E.II
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
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8.2.3E.III
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 ¾-inch and meeting the
migration requirements of the same standard (Section X.1.8).
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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 Devices1, the current Kalispell
Move 2040 Transportation Plan2, 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/DocumentCenter/View/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
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Chapter 9- Transportation System
0
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 [4] signalized and unsignalized
intersections within ¼ 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 ¼ roadway miles and all
major driveways within 500 feet.
3. All roadway segments within ¼ 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 ½
roadway miles of the project boundary.
3. All roadway segments within ½ 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 p eak 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.
[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.
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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
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Chapter 9- Transportation System
9.1.2D.III
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
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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.
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Chapter 9- Transportation System
9.1.4
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 Regulations1.
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 Plan3, 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 Plan4.
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
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Chapter 9- Transportation System
9.1.9A.V
Table 8 - Road Design Standards for Streets
DESIGN STANDARDS MINOR
ARTERIAL
MAJOR
COLLECTOR
MINOR
COLLECTOR LOCAL
Minimum Right-of-Way 80 ft 80 ft 60 ft. 60 ft
Minimum Pavement Width 38 ft 48 ft 34 ft 28 ft[1]
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 length[1] 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.
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Chapter 9- Transportation System
9.1.9B
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.
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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 Ordinance1 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
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Chapter 9- Transportation System
9.1.13
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.
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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.
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Chapter 9- Transportation System
9.1.13F
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.
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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-Continuous1 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).
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Chapter 9- Transportation System
9.1.15B
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.
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Chapter 9- Transportation System
9.1.16C.II
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 Wattage
& Type Spacing
Minor Arterials; Major
Collectors; Minor Collectors;
and Local Streets in
Commercial Areas[1]
FEC’s standard full cut-off LED cobra head
w/Type II 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 II 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.
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.
Table 11 - Owner Metered/Maintained
Classification Average Illuminance[2]
(foot candles)
Illuminance
Uniformity[3]
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
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Chapter 9- Transportation System
9.1.16C.II.a
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 ¾” 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/eComItemDetailsPage.aspx?Item
ID=1
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Glossary of Acronyms and Terms
Glossary of Acronyms and Terms
TERM DEFINITION
AASHTO American Association of State Highway and Transportation Officials
ACI
APWA
American Concrete Institute
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
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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
Surface
Any surface where pollutants can be generated including, but not limited to
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
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Glossary of Acronyms and Terms
TERM DEFINITION
sf Square Foot
Standards 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
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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 (1/4 1/4) -
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.gov/).
□
□
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.usgs.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.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.
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Appendix A – Checklist for Identifying Wetlands
Wetland Checklist: Site Visit Survey
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?
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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.
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Appendix C – BMP T5.100 API (Baffle Type) Separator Bay
Appendix C – BMP T5.100 API (Baffle Type) Separator Bay1
1 Source Section 5.10.7 of the Stormwater Management Manual for Eastern Washington.
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Appendix C – BMP T5.100 API (Baffle Type) Separator Bay
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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 WQ facility. 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.
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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 WQ facility.
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.
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Appendix D – Flow Spreader Options
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Appendix D – Flow Spreader Options
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Appendix D – Flow Spreader Options
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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 Areas[1] Pervious Areas (Lawns, etc.)[2]
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)[3]
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
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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
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Appendix F – Planting Guidelines
Appendix F – Planting Guidelines
Planting Guidelines for:
Detention Pond: Seed mixtures
Common & Species Name
Bulk
Rate
(lb/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
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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 31
Total 100
Or
Common & Species Name % of Mix
Component
Tall or Meadow Fescue 68
Seaside/ Creeping Bentgrass 10
Meadow Foxtail 10
Alsike Clover 6
Redtop Bentgrass 6
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 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
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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 streambank wheatgrass 5 30
Elymus trachycaulus slender wheatgrass 6 20
Elymus lanceolatus thickspike wheatgrass 6 30
Festuca idahoensis Idaho fescue 3 20
Moist to Wet Sites Common Name
Elymus glaucus blue wildrye 6 30
Elymus trachycaulus slender wheatgrass 6 20
Leymus triticoides
creeping /beardless
wildrye 6 30
Pascopyrum smithii western wheatgrass 8 20
Emergent Species
(inundated but dry out) Common Name
Carex utriculata/rostrata beaked sedge
Carex nebrascensis nebraska sedge
Carex lanuginosa wooly sedge
Eleocharis palustris creeping spiked rush
Juncus balticus baltic rush
Juncus tenuis slender rush
Scirpus actus hard stemmed rush
Inundated locations Common Name
Bechmania syzigachne western slough grass
Carex aquatilis water sedge
Carex utriculata/rostrata beaked sedge
Eleocharis palustris creeping spiked rush
Glyceria striata fowl mannagrass
Juncus ensifolius 3 stamen/dagger leaf rush
Juncus mertensiana Merten's rush
Juncus tenuis slender rush
Sagittaria latifolia arrowhead
Scirpus microcarpus small fruited bulrush
Scirpus americanus olney's bulrush
Scirpus acutus hardstem bulrush
Typha latifolia cattail
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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 sandbar/coyote willow
Salix bebbiana Bebb's willow
Salix geyeriana 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 Rocky Mountain iris
Mimulus lewisii 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
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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 (S x ) = 0.02 feet/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.
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.
T
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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
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.
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’
T
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Appendix G2 – Example Calculation – Grate Inlet Capacity
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:
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.
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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/Resourc e_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.
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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.
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.
• Remove debris and blockages.
• Repair undercut, eroded, and bare soil areas.
Quarterly or After Major Storms
(>1 inch)
• Shoreline cleanups to remove trash, debris and
floatables.
• Full maintenance inspection.
• Open up riser to access valves.
• Repair broken mechanical components if needed.
Annual
• Forebay Sediment Removal. 5-7 years
• Repair pipes, riser and spillway where needed. 5-25 years
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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 Practices
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.
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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
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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 Points for ED ponds
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.
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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.
Annual 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.
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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.
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Appendix H1 – Facility Maintenance Recommendations
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.
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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:
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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__
____________________________________
Applicant
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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 ___________________
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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)
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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)
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Standard Details – General
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Standard Details – General
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Standard Details – Water System
Standard Details – Water System
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Standard Details – Water System
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PUBLIC WORKS DEPARTMENT
CITY OF KALISPELL, MONTANA
JANUARY 21, 2020
STANDARDS FOR DESIGN AND CONSTRUCTION
2
PUBLIC WORKS DEPARTMENT
CITY OF KALISPELL, MONTANA
JULY 5, 2022
STANDARDS FOR DESIGN AND CONSTRUCTION
i
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
Chapter 1 Construction Within City Right-of-Way ........................................................................................ 1
1.1. General Provisions ........................................................................................................................ 1
ii
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
iii
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 Guarantee 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
3.2. 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
iv
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
5.2.18 Toner Wire .......................................................................................................................... 33
5.2.19 Marker Posts ....................................................................................................................... 34
v
5.2.20 Casing .................................................................................................................................. 34
5.2.21 Sanitary Connections .......................................................................................................... 35
5.2.22 Couplings ............................................................................................................................. 35
Chapter 6 Sanitary Sewer System ............................................................................................................... 36
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
6.1.10 Grease Interceptors: ........................................................................................................... 39
6.1.11 Sand / Oil Separators: ......................................................................................................... 39
6.1.12 Sample Port ......................................................................................................................... 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 Grease Interceptors ............................................................................................................ 49
6.2.11 Sand / Oil Separators .......................................................................................................... 49
6.2.12 Sample Ports ....................................................................................................................... 49
6.2.13 Pipe Bedding ....................................................................................................................... 49
6.2.14 Casing .................................................................................................................................. 50
vi
Chapter 7 Storm Sewer System .................................................................................................................. 54
7.1. Design Standards ........................................................................................................................ 54
7.1.1 Regulatory 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 BR-4 Flow 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 Street Names. ............................................ 111
8.1.8 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
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8.1.14 Street Lighting ................................................................................................................... 119
8.1.15 Traffic Calming Devices ..................................................................................................... 123
8.1.16 Mailbox Cluster ................................................................................................................. 123
8.2. Construction Standards............................................................................................................. 123
8.2.1 General .............................................................................................................................. 123
8.2.2 Materials: .......................................................................................................................... 123
Glossary of Acronyms and Terms ............................................................................................................. 125
Appendix A – Checklist for Identifying Wetlands ...................................................................................... 128
Appendix B1 – Swale Flood Test ............................................................................................................... 130
Appendix B2 – Pond Flood Test ................................................................................................................ 130
Appendix C – BMP T5.100 API (Baffle Type) Separator Bay ..................................................................... 131
Appendix D – Flow Spreader Options ....................................................................................................... 133
Appendix E – Filter Strips Used for Pre-Treatment ................................................................................... 138
Appendix F – Planting Guidelines ............................................................................................................. 140
Appendix G1 – Example Calculation – Non-Flooded Width ..................................................................... 144
Appendix G2 – Example Calculation – Grate Inlet Capacity ..................................................................... 145
Appendix H1 – Facility Maintenance Recommendations ......................................................................... 147
Appendix H2 – Facility Inspection Checklist.............................................................................................. 155
Appendix H3 – Example Waiver to Protest SID ......................................................................................... 156
Appendix I – Example Ownership Transfer Letter .................................................................................... 158
Appendix J – Example Agreement for Construction Inspection ............................................................... 159
Standard Details – General ....................................................................................................................... 160
Standard Details – Water System ............................................................................................................. 164
Standard Details – Sanitary Sewer System ............................................................................................... 174
Standard Details – Storm Sewer System ................................................................................................... 198
Standard Details – Transportation System ............................................................................................... 212
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
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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
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
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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
5.2.18 Toner Wire .......................................................................................................................... 33
5.2.19 Marker Posts ....................................................................................................................... 34
5.2.20 Casing .................................................................................................................................. 34
5.2.21 Sanitary Connections .......................................................................................................... 35
5.2.22 Couplings ............................................................................................................................. 35
Chapter 6 Sanitary Sewer System ............................................................................................................... 36
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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
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Chapter 8 Storm Sewer System .................................................................................................................. 54
8.1. Design Standards ........................................................................................................................ 54
8.1.1 Regulatory Thresholds ........................................................................................................ 54
8.1.2 Basic Requirements (BR-1) Drainage Submittal .................................................................. 55
8.1.3 BR-2 Geotechnical Site Characterization ............................................................................ 60
8.1.4 BR-3 Water Quality Treatment ........................................................................................... 66
8.1.5 BR-4 Flow Control ............................................................................................................... 71
8.1.6 BR-5 Conveyance ................................................................................................................ 85
8.1.7 BR-6 Erosion and Sediment Control .................................................................................... 95
8.1.8 BR-7 Operation and Maintenance (O&M) .......................................................................... 96
8.1.9 Parcels and Easements ...................................................................................................... 100
8.2. Construction Standards............................................................................................................. 101
8.2.1 General .............................................................................................................................. 101
8.2.2 Offsets ............................................................................................................................... 102
8.2.3 Culverts and Storm Main .................................................................................................. 102
8.2.4 Structures .......................................................................................................................... 103
8.2.5 Pipe Bedding ..................................................................................................................... 103
Chapter 9 Transportation System ............................................................................................................. 104
9.1. Design Standards ...................................................................................................................... 104
9.1.1 General .............................................................................................................................. 104
9.1.2 Traffic Impact Study (TIS) .................................................................................................. 104
9.1.3 Intersections ..................................................................................................................... 109
9.1.4 Traffic Calming .................................................................................................................. 110
9.1.5 Dead-end Streets .............................................................................................................. 110
9.1.6 Sight Distance .................................................................................................................... 110
9.1.7 Collector and Arterial Streets ............................................................................................ 110
9.1.8 Street Minimum Requirements: ....................................................................................... 110
9.1.9 Traffic Control Signs, Street Name Signs and Street Names. ............................................ 111
9.1.10 Sidewalks: .......................................................................................................................... 114
9.1.11 Boulevard/Open Space: .................................................................................................... 114
9.1.12 Multiple Use Paths: ........................................................................................................... 114
9.1.13 On-Street Parking: ............................................................................................................. 115
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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
xiii
Glossary of Acronyms and Terms ............................................................................................................. 125
Appendix A – Checklist for Identifying Wetlands ...................................................................................... 128
Appendix B1 – Swale Flood Test ............................................................................................................... 130
Appendix B2 – Pond Flood Test ................................................................................................................ 130
Appendix C – BMP T5.100 API (Baffle Type) Separator Bay ..................................................................... 131
Appendix D – Flow Spreader Options ....................................................................................................... 133
Appendix E – Filter Strips Used for Pre-Treatment ................................................................................... 138
Appendix F – Planting Guidelines ............................................................................................................. 140
Appendix G1 – Example Calculation – Non-Flooded Width ..................................................................... 144
Appendix G2 – Example Calculation – Grate Inlet Capacity ..................................................................... 145
Appendix H1 – Facility Maintenance Recommendations ......................................................................... 147
Appendix H2 – Facility Inspection Checklist.............................................................................................. 155
Appendix H3 – Example Waiver to Protest SID ......................................................................................... 156
Appendix I – Example Ownership Transfer Letter .................................................................................... 158
Appendix J – Example Agreement for Construction Inspection ............................................................... 159
Standard Details – General ....................................................................................................................... 160
Standard Details – Water System ............................................................................................................. 164
Standard Details – Sanitary Sewer System ............................................................................................... 174
Standard Details – Pretreatment .............................................................................................................. 191
Standard Details – Storm Sewer System ................................................................................................... 198
Standard Details – Transportation System ............................................................................................... 212
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Chapter 1 - Construction Within City Right-of-Way
1.1.2D
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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 1836 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
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Chapter 1 - Construction Within City Right-of-Way
1.1.2E
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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
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Chapter 1 - Construction Within City Right-of-Way
1.1.6C
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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
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Chapter 1 - Construction Within City Right-of-Way
1.1.6D
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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/ecomme rce/ecomlistpage.aspx
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Chapter 1 - Construction Within City Right-of-Way
1.1.10D
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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.
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Chapter 1 - Construction Within City Right-of-Way
1.1.11
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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://leg.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
7 Click to Return to Index
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Chapter 1 - Construction Within City Right-of-Way
1.1.16A
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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.
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Chapter 1 - Construction Within City Right-of-Way
1.1.16B
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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.
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Chapter 1 - Construction Within City Right-of-Way
1.4.1B.IV
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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.wliinc 24.com/ecommerce/ecomlistpage.aspx
2 http://www.kalispell.com/DocumentCenter/View/481/Special -Provision-02660-PDF
3 https://kalispell.com/DocumentCenter/View/482/Special -Provision-02720-PDF
4 http://www.kalispell.com/DocumentCenter/View/483/Special -Provision-02730-PDF
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Chapter 1 - Construction Within City Right-of-Way
1.4.2
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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.
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Chapter 1 - Construction Within City Right-of-Way
1.4.2A.IV.e.iii
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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.
b.c. Air Content, Slump, Unit Weight, and Temperature are required on
every truck of structural concrete delivered to the project.
c.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.
d.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)
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Chapter 1 - Construction Within City Right-of-Way
1.4.3
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
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 Street Tree
Ordinance1Municipal 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/DocumentCenter/View/418/Tree -Ordinance-Number-1086-and-Amendment-Number-1610-
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2 http://qcode.us/codes/kalispell/view.php?topic=24 -9&frames=on
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Chapter 1 - Construction Within City Right-of-Way
1.6.3C
Chapter 1 - Construction Within City Right-of-Way
1.7.2C
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 O, 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 O 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).
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Chapter 1 - Construction Within City Right-of-Way
1.7
Chapter 1 - Construction Within City Right-of-Way
1.1.2E
1.7. TWO-YEAR GUARANTEEWARRANTY INSPECTION
1.7.1 Requirements
A. The Project Engineer, or his designated representative, shall conduct a two-
year guaranteewarranty 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.
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Chapter 2- Design Criteria
2.1.1D.III.a
Chapter 2- Design Criteria
2.1.8C.XI
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
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Chapter 2- Design Criteria
2.1.2
Chapter 2- Design Criteria
Chapter 2
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 ½, ¼, or ¼ ¼
information as applicable (e.g.., SW ¼ NE ¼).
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.
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Chapter 2- Design Criteria
2.1.4C.IX.c.iB)
Chapter 2- Design Criteria
2.1.8C.XI
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.
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Chapter 2- Design Criteria
2.1.4C.IX.d
Chapter 2- Design Criteria
Chapter 2
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:
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Chapter 2- Design Criteria
2.1.7G
Chapter 2- Design Criteria
2.1.8C.XI
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
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Chapter 2- Design Criteria
2.1.8
Chapter 2- Design Criteria
Chapter 2
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
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Chapter 3- Project Submittals
0
Chapter 3- Project Submittals
3.2.3A
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 here1 (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
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Chapter 3- Project Submittals
3.1.1C.II
Chapter 3- Project Submittals
3.2.4
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
I.A. Provide digital files to the front desk of the CK Building Department.
II.B. Large files may require utilization of the State of Montana File
Transfer Service1.
III.C. Call 406-758-7730 for more information.
3.1.4 Fees
I. A Plan Review Fee 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 requiring engineering
approval and be in accordance with Section 2.1.1A & 2.1.1B.
1 https://transfer.mt.gov/
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Chapter 3- Project Submittals
3.2.5B
Chapter 3- Project Submittals
3.2.3A
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.
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Chapter 3- Project Submittals
3.3
Chapter 3- Project Submittals
3.2.4
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.
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Chapter 4- Development
4.1.2E
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
Regulations1 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
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Chapter 4- Development
4.1.2F
Chapter 4- Development
4.1.2F
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.
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Chapter 5- Water System
5.1.2A.III
Chapter 5- Water System
5.2.20D.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. Average Day Demand
b. Peaking Factor
c. Max Day Demand
d. 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
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Chapter 5- Water System
5.1.2A.IV
Chapter 5- Water System
5.2.21
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
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Chapter 5- Water System
5.1.5C.II
Chapter 5- Water System
5.2.20D.III
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 Standards, including
location of curb stops and meter pits.
VI. Domestic waterWater 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.
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Chapter 5- Water System
5.1.5C.II.a
Chapter 5- Water System
5.2.21
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 ¾-inch service.
d. Reductions in service size outside the reductions listed above shall be
submitted via deviation request for individual review and approval.
III. If a service line 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 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
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Chapter 5- Water System
5.2.7A
Chapter 5- Water System
5.2.20D.III
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.
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Chapter 5- Water System
5.2.8
Chapter 5- Water System
5.2.21
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 ¼ - 2-inch service)).
C. Cast iron extension type with arch pattern base.
D. Minimum length 6 ½ 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 centerside-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.
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Chapter 5- Water System
5.2.18F
Chapter 5- Water System
5.2.20D.III
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-Ten 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 ¾-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.
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Chapter 5- Water System
5.2.19
Chapter 5- Water System
5.2.21
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 ½ 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/
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Chapter 5- Water System
1.1.1A.I
Chapter 5- Water System
5.2.20D.III
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.
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Chapter 6- Sanitary Sewer System
Chapter 6
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; 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/WQInfo/Documents/Circulars/Circulars/2018DEQ -2.pdf
6.1.5A
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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/l.
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-
1f7aa15e0f95&dbid=0
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Chapter 6- Sanitary Sewer System
6.1.5B
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. Are requiredRequired 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
0
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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 Grease Interceptors:
A. Shall be provided as required by the Universal Plumbing Code (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.
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 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.
B.A. Shall be sized according to the Pretreatment Program requirements.
6.1.121.1.1 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).
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://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
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Chapter 6- Sanitary Sewer System
6.2.2
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 ¼-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®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 http://deq.mt.gov/Portals/112/Water/WQInfo/Documents/Circulars/Circulars/2018DEQ -2.pdf
2 https://www.insertatee.com/
6.2.8D.VI
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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 Couplings1, 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 TriView™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 Gig3 Manhole Riser Collar System;
II. Cretex External Chimney Seal4;
III. Cretex Internal Chimney Seal5;
IV. WrapidSeal™6 Manhole Encapsulation System;
V. Mr. Manhole7; 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/
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Chapter 6- Sanitary Sewer System
6.2.8E
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® MacWrap3;
III. Mar Mac® MacWrap4;
IV. Riser-Wrap™5;
V. Con-Seal CS-2126; or
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://marmac.com/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/cs-212-polyolefin-backed-exterior-joint-wrap.html
7 https://conseal.com/products/cs-212-polyolefin-backed-exterior-joint-wrap/
6.2.9F.II
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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.
E.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-h1r-n-2.pdf
2 https://www.ixomwatercare.com/equipment/ap-series-air-powered-mixers/ap500
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Chapter 6- Sanitary Sewer System
6.2.9G
F.G. Access Road
I. 12-foot minimum width paved for access by sewer maintenance vehicles.
II. Access approach from street per Standards.
G.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.
H.I. Electrical
I. Wiring
a. Shall be water resistant inside the lift station and enclosure.
II. Backup Power
a. GeneracCAT1 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
B)A) Include 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/
6.2.9J.I.c
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Chapter 6- Sanitary Sewer System
6.2.9J.I.c
C)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
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.
I.J. Enclosures
I. Foundation
a. Monolithic concrete
b. Minimum 4 inches thick
c. Treated sole plate anchored to foundation
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6.2.9J.II
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-year 3-tabLifetime warranty architectural shingles
6.2.9J.VI.d
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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 ½-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 unfinished 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
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Chapter 6- Sanitary Sewer System
6.2.9K
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
6.2.10C
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Chapter 6- Sanitary Sewer System
6.2.10C
K.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 Grease Interceptors
A. Shall be commercially manufactured.
B. Shall meet the requirements of Standard Details SA.10 and SA.11.
6.2.111.1.1 Sand / Oil Separators
A. Shall be commercially manufactured.
B. Shall meet the requirements of Standard Detail SA.13.
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 ¾-inch and meeting the
migration requirements of the same standard (Section X.1.8).
1 http://qcode.us/codes/kalispell/view.php?topic=24 -9-24_91
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Chapter 6- Sanitary Sewer System
6.2.11
6.2.146.2.11 Casing
A. Minimum casing pipe thickness shall be ½ 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.
7.1.3D
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7.1.3D
Chapter 6- Sanitary Sewer System
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 Requirements1, 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 dra ins, 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/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
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Chapter 7- Pretreatment
7.1.4
Chapter 6- Sanitary Sewer System
6.2.14
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.
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Chapter 7- Pretreatment
7.1.8E
Chapter 6- Sanitary Sewer System
6.2.13C
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.
III.
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Chapter 8- Storm Sewer System
Chapter 8
Chapter 7Chapter 8 Storm Sewer System
7.1.8.1. 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 a re
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.
8.1.2A.II
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Chapter 8- Storm Sewer System
8.1.2A.II
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
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:
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Chapter 8- Storm Sewer System
8.1.2A.II.a
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 rep ort;
f. Down Gradient Analysis: Identify and discuss the probable impacts
down-gradient of the project site;
g. 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;
j. 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;
8.1.2B.II
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Chapter 8- Storm Sewer System
8.1.2B.II
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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);
l. 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.
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Chapter 8- Storm Sewer System
8.1.2B.III
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 ¼ 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
8.1.2C.III.e.iii
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Chapter 8- Storm Sewer System
8.1.2C.III.e.iii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
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Chapter 8- Storm Sewer System
8.1.2C.III.f
f. 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 AgreementPermit (refer to 8.1.8D )
f. A wavier of right to protest a Stormwater SID.
f.g. A financial plan (refer to 8.1.8E)
g.h. 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.
8.1.3D.VI
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Chapter 8- Storm Sewer System
8.1.3D.VI
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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 g ravel
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.
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Chapter 8- Storm Sewer System
8.1.3D.VII
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 Manual1);
iii Additional or alternate test methods, upon approval from the City
Engineer.
1 http://www.kalispell.com/DocumentCenter/View/484/BMP -DesignGuidance-Manual-PDF
8.1.3F.I
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8.1.3F.I
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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
explorationinfiltration test shall be performed for up to 1,500
square feet of disposal area. Another subsurface exploration shall
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 area. 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 are necessary. .
iiiv 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 un der 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:
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Chapter 8- Storm Sewer System
8.1.3F.I.a
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 dis posal,
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.
0
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Chapter 8- Storm Sewer System
0
Chapter 7- Storm Sewer System
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 Summary
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[2]
Summary of Geotechnical Recommendations[3]
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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.
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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.
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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.
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Chapter 8- Storm Sewer System
1.1.1A.I
III.I. Recommendations shall be summarized and provided electronically in
Microsoft Excel, per the format found in Table 2.
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 Manual1 (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.
B.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/484/BMP -DesignGuidance-Manual-PDF
1.1.1A.I.a.i
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Chapter 8- Storm Sewer System
1.1.1A.I.a.i
Chapter 7- Storm Sewer System
7.1.9B.VII.a
ii The planting soil filter bed shall be sized using a Darcy’s
Law equation with a filter drain time of 48 hours and a
coefficient of permeability (k) of 0.5 feet per day.
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Chapter 8- Storm Sewer System
1.1.1A.I.a.i
iii The required filter bed area (Af) is computed using the
following formula:
Equation 1 - 𝑨𝒇= 𝑽𝒘𝒒 × 𝒅𝒇
𝒌 × (𝒉𝒇+𝒅𝒇) × 𝒕𝒇
Where:
Af = surface area of filter bed (ft2)
Vwq = Runoff Treatment Volume (ft3)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)
tf = design filter bed 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
i 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.
8.1.4C.IV.a.iiA)
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Chapter 8- Storm Sewer System
8.1.4C.IV.a.iiA)
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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
III)I) )
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 contendcontent, 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:
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.
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Chapter 8- Storm Sewer System
8.1.4C.IV.a.iiB)
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. OnsiteOn-site treatment is considered paramount by the CK MS4
permit. OnsiteOn-site treatment options shall be exhausted prior to
evaluating offsiteoff-site treatment.
b. Approval for offsiteoff-site treatment will not be granted when based
solely on the difficulty or cost of implementation of onsiteon-site
treatment methods.
8.1.5A.II.a.v
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Chapter 8- Storm Sewer System
8.1.5A.II.a.v
Chapter 7- Storm Sewer System
7.1.9B.VII.a
c. OffsiteOff-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. OffsiteOff-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.
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Chapter 8- Storm Sewer System
8.1.5A.II.b
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
8.1.5E.II.c.iii
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Chapter 8- Storm Sewer System
8.1.5E.II.c.iii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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 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.gov/ecy/ezsha re/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figures/FlowRes
trictorBaffle.pdf
2
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figure s/FlowRes
trictorTEE.pdf
3
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/Content/Resources/Images/Figures/FlowRes
trictorWeir.pdf
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Chapter 8- Storm Sewer System
8.1.5E.III
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 Types
Weir/Orifice Type Equation C
Sharp Crested V-notch weir1 𝑄=𝐶(tan 𝜃
2)𝐻
1
2 0.60
Broad Crested Suppressed
Rectangular Weir 𝑄=𝐶𝐿𝐻
3
2 0.33
Rectangular Sharp Crested Weirs:
Contracted: 𝑄=𝐶(𝐿−0.2𝐻)𝐻
3
2 3.27 +0.40 𝐻
𝑌
Suppressed 𝑄=𝐶𝐿𝐻
3
2
Sharp Crested Cipoletti
(Trapezoidal) 1:4 Side Slopes 𝑄=𝐶𝐿𝐻
3
2 3.367
Broad Crested Trapezoidal Weir 𝑄=𝐶(2𝑔)
1
2 [
2
3 𝐿𝐻
3
2 +8
15 (tan 𝜃)𝐻
5
2 ] 0.60
Orifice 𝑄=𝐶𝐴√2𝑔𝐻 0.62
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); θ = angle of side slopes (degrees); Y = storage depth (feet); L = weir length o r opening
(feet)
2
https://fortress.wa.gov/ecy/ezshare/wq/Permits/Flare/2019SWMMWW/2019SWMMWW.htm#Topi cs/VolumeV/De
tentionBMPs/ControlStructureDesign.htm
8.1.5F.I.d.ii
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Chapter 8- Storm Sewer System
8.1.5F.I.d.ii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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 per≥ 50 feet from top of slopes steeper than 15%, or as
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.
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Chapter 8- Storm Sewer System
8.1.5F.II
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 Types
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 72120 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.
8.1.5G.I
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Chapter 8- Storm Sewer System
8.1.5G.I
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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. Access
i The maximum depthA letter from finished grade to
invertthe manufacturer shall be 10 feet.
ii To facilitate cleaning:
A)b. A minimum 3 foot access port shall be 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) Access ports shall have a minimum 2-foot
sump.
B) Flushing ports shall be placed at the end of all pipe
runs.
C) Access and flushing ports shall have solid locking
lids and be readily accessible by maintenance
vehicles.
G. Underground detention facilities
I. Location:
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Chapter 8- Storm Sewer System
8.1.5G.I.a
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 water tightwatertight, 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.
8.1.5H.III
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Chapter 8- Storm Sewer System
8.1.5H.III
Chapter 7- Storm Sewer System
7.1.9B.VII.a
b. To facilitate cleaning:
i A minimum 3-foot access portletter from the manufacturer
shall be placed atsubmitted stating the inlet and
outletdesign of the facility and as otherwise required for
proper maintenance.
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
pipe runs.
iiib. Access and flushing ports shall have solid locking lids and be
readily accessible by maintenance vehiclesproperly maintained.
H. Additional requirements for all facilities:
I. General
a. Pond bottoms shall be located a minimum of 6 inches below the outlet
to provide sediment storage. Sediment storage volume shall not
be included in the design volume.
b.a. Maintain a minimum of 1-foot of separation above high groundwater
table elevation unless otherwise stated in applicable sections.
c.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%.
d.c. 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 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
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Chapter 8- Storm Sewer System
8.1.5H.III.a
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.
b.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.
8.1.5H.VII.a.ii
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Chapter 8- Storm Sewer System
8.1.5H.VII.a.ii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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, 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.
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Chapter 8- Storm Sewer System
8.1.5H.VII.a.iii
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 r root penetration.
8.1.5H.X.a.ii
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Chapter 8- Storm Sewer System
8.1.5H.X.a.ii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
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.
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Chapter 8- Storm Sewer System
8.1.5H.X.b
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:
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.
8.1.6A.I.b.ii
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Chapter 8- Storm Sewer System
8.1.6A.I.b.ii
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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:
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Chapter 8- Storm Sewer System
8.1.6A.I.b.iiA)
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:
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 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.
C)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.
E)F) Maximum Velocity:
8.1.6B.II
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Chapter 8- Storm Sewer System
8.1.6B.II
Chapter 7- Storm Sewer System
7.1.9B.VII.a
I) Shall not exceed velocities for “Clear Water” listed in Table
8-3 of Threshold Channel Design1 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
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
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
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Chapter 8- Storm Sewer System
8.1.6B.II.a
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;
8.1.6B.III.e.v
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Chapter 8- Storm Sewer System
8.1.6B.III.e.v
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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:
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.
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Chapter 8- Storm Sewer System
8.1.6C
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.
8.1.6D.I.b.ix
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Chapter 8- Storm Sewer System
8.1.6D.I.b.ix
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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 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.
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
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Chapter 8- Storm Sewer System
8.1.6D.II
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.
j. Combined sanitary and storm sewer systems are prohibited.
8.1.6F.I.a.iiA)
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Chapter 8- Storm Sewer System
8.1.6F.I.a.iiA)
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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
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Chapter 8- Storm Sewer System
8.1.6F.I.a.iii
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
8.1.7B.I.h
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Chapter 8- Storm Sewer System
8.1.7B.I.h
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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/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
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Chapter 8- Storm Sewer System
8.1.7B.II
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
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Chapter 8- Storm Sewer System
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Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
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Chapter 8- Storm Sewer System
8.1.8C
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 Application1 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
8.1.8G.I.c.iv
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Chapter 8- Storm Sewer System
8.1.8G.I.c.iv
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
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/7/12/7-12-4102.htm
https://www.leg.mt.gov/bills/mca/title_0070/chapter_0120/part_0410/section_0020/0070 -0120-0410-0020.html
2 AASHTO Geometric Design of Highways and Streets
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Chapter 8- Storm Sewer System
8.1.8G.II
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.
8.2.1B
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Chapter 8- Storm Sewer System
8.2.1B
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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.
7.2.8.2. 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/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
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Chapter 8- Storm Sewer System
8.2.2
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/WQInfo/Documents/Circulars/Circulars/2018DEQ -2.pdf
8.2.5C
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Chapter 8- Storm Sewer System
8.2.5C
Chapter 7- Storm Sewer System
7.1.9B.VII.a
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 ¾-inch and meeting the
migration requirements of the same standard (Section X.1.8).
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Chapter 9- Transportation System
Chapter 9
Chapter 8Chapter 9 Transportation System
8.1.9.1. 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 Devices1, the current Kalispell
Area Transportation Plan2, andKalispell Move 2040 Transportation Plan3, 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.
B.C. All pedestrian facilities shall be ADA and/or PROWAG compliant.
8.1.29.1.2 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://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
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Chapter 9- Transportation System
0
Chapter 8- Transportation System
8.1.14B.III.b
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 [4] signalized and unsignalized
intersections within ¼ 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 ¼ roadway miles and all
major driveways within 500 feet.
3. All roadway segments within ¼ 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 ½
roadway miles of the project boundary.
3. All roadway segments within ½ 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 p eak 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.
[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.
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Chapter 9- Transportation System
9.1.2D
D. Complete in accordance with MDT requirements and nationally accepted
standards. The Study shall contain the minimum content:
E. Contents:
I. The study’s purpose and goals.
II. A description of the site and study area.
III. Existing traffic conditions:
a. Roadway geometries
b. LOS of each intersection
c. Traffic counts
d. Crash analysis
e. Road capacity analysis
IV. Anticipated nearby land developments and transportation improvements.
V. Analysis and discussion of trip generation, distribution, and modal splits .
VI. The traffic assignment resulting from the proposed development.
VII. The projection and assignment of future traffic volumes.
VIII. Identify all negative impacts associated with the proposed development
including LOS impacts.
IX. Thoroughly detail a mitigation plan for the negative impacts based on
nationally accepted standards and resources.
X. Recommendations for off-site improvements to the primary access and
related transportation facilities and infrastructure which are directly
attributable to the development.
XI. Account for other forms of transportation, including bicycle and
pedestrian.
F. Study limits shall be determined by City Engineer.
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.
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Chapter 9- Transportation System
9.1.2D.II.e
Chapter 8- Transportation System
8.1.14B.III.b
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
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Chapter 9- Transportation System
9.1.2D.III
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
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Chapter 9- Transportation System
9.1.3G
Chapter 8- Transportation System
8.1.14B.III.b
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
8.1.39.1.3 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 distance of 60 feet as measuremeasured 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.
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Chapter 9- Transportation System
9.1.3H
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 Regulations1.
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.
8.1.59.1.6 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.
8.1.69.1.7 Collector and Arterial Streets
A. Location shall comply with the Kalispell Growth Policy2, the current Area
Transportation Plan3, 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 Plan4.
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
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Chapter 9- Transportation System
9.1.9A.IV
Chapter 8- Transportation System
8.1.14B.III.b
Table 8 - Road Design Standards for Local Subdivision Streets
DESIGN STANDARDS MINOR
ARTERIAL
MAJOR
COLLECTOR
MINOR
COLLECTOR LOCAL
Minimum Right-of-Way 80 ft 80 ft 60 ft. 60 ft
Minimum Pavement Width
As approved by
City Engineer38
ft
48 ft 34 ft. 28 ft.[[1]
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 (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 length[1] 600 ft
8.1.79.1.9 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.
1 Measured from the centerline of the intersection to the center point of the cul -de-sac.
Inserted Cells
Inserted Cells
Inserted Cells
Inserted Cells
Inserted Cells
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Chapter 9- Transportation System
9.1.9A.V
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.
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Chapter 9- Transportation System
9.1.9C.XIII
Chapter 8- Transportation System
8.1.14B.III.b
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.
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Chapter 9- Transportation System
9.1.10
8.1.89.1.10 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.
8.1.99.1.11 Boulevard/Open Space:
A. Boulevard/open space shall be landscaped in accordance with the CK Street
Tree Ordinance1 with a plan approved by the Kalispell Parks and Recreation
Department (758-7718).
8.1.109.1.12 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
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0
Chapter 8- Transportation System
8.1.14B.III.b
8.1.119.1.13 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.
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Chapter 9- Transportation System
9.1.13E
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-threefour
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.
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Chapter 8- Transportation System
8.1.14B.III.b
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.
8.1.129.1.14 Driveways:
A. The nearest edge of any driveway shall be not less than 35 feet from the edge
of the pavement to the nearest intersecting street.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.
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Chapter 9- Transportation System
9.1.14D
D. Maximum driveway widths shall be as follows:
I. Single family residential:
I.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:
II.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-Continuous1 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
III.
8.1.139.1.15 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).
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Chapter 8- Transportation System
8.1.14B.III.b
B. All applicable laws, rules and regulations of appropriate regulatory authority
having jurisdiction over utilities shall be observed.
8.1.149.1.16 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.
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Chapter 9- Transportation System
9.1.16B.III
III. Streets
a. Street lights shall be in accordance with the following tables and text.
Table 8 - FEC's Standards
Classification Fixture Type and pole Wattage
& Type Spacing
Local
Commercial[1]
FEC’s standard full cut-off LED cobra head w/Type
II distribution for 60-foot right-of-ways or Type III distribution
for larger right-of-ways on a 30-foot pole, mounted to FEC
Standard concrete pole bases.
80W
LED 200 ft
Local
Residential
FEC’s standard full cut-off LED cobra head w/Type
II distribution for 60-foot right-of-ways or Type III distribution
for larger right-of-ways on a 30-foot pole, mounted to FEC
Standard concrete pole bases.
40W
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.
1 Commercial as designated by the City of Kalispell.
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Chapter 8- Transportation System
8.1.14B.III.b
d. If the road has sharp bends, lighting design must meet the average
illuminance and illuminance uniformity criteria established in Table
911.
Table 10 - FEC's Standards
Classification
Average
Illuminance[1] (foot
candles)Fixture Type
and pole
Illuminance
Uniformity[2]
Ave/Min
Pole
Height
(ft)
Max lamp
Wattage/type
& Type
Spacing
Minor
Arterials;
Major
Collectors;
Minor
Collectors; and
Local Streets in
Commercial
Areas[3]
0.6 6
/
1 20-30FEC’s standard full cut-off LED cobra
head w/Type II distribution on a 30-foot pole,
mounted to FEC Standard concrete pole
bases.
80W /80 LED 200 ft
Local Streets
In Residential
Areas
0.3 6
/
1
15-30FEC’s standard full cut-off LED cobra
head w/Type II distribution for on a 30-foot
pole, mounted to FEC Standard concrete pole
bases.
40W /40 LED 250 ft
1 Value to be measured 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.
Table 9 - Owner Metered/Maintained
Table 11 - Owner Metered/Maintained
Classification Average Illuminance[4]
(foot candles)
Illuminance
Uniformity[5]
Ave/Min
Pole Height
(ft)
Max lamp
Wattage/type
Deleted Cells
Deleted Cells
Inserted Cells
Deleted Cells
Deleted Cells
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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 911.
b.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.
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
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Chapter 9- Transportation System
9.2.2C.I
Chapter 8- Transportation System
8.1.14B.III.b
8.2.9.2. CONSTRUCTION STANDARDS
8.2.19.2.1 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 ¾” 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/eComItemDetailsPage.aspx?Item
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Gl
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Glossary of Acronyms and Terms
Glossary of Acronyms and Terms
TERM DEFINITION
AASHTO American Association of State Highway and Transportation Officials
ACI
APWA
American Concrete Institute
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
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Glossary of Acronyms and Terms
Glossary of Acronyms and Terms
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
Surface
Any surface where pollutants can be generated including, but not limited to
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
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TERM DEFINITION
sf Square Foot
Standards 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
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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 (1/4 1/4) -
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.gov/).
□
□
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.usgs.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.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.
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Appendix A – Checklist for Identifying Wetlands
Appendix A – Checklist for Identifying Wetlands
Wetland Checklist: Site Visit Survey
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 bel ow, 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, fencelinesfence 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?
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Appendix B1 – Swale Flood Test
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 d anger 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.
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Appendix C – BMP T5.100 API (Baffle Type) Separator Bay
Appendix C – BMP T5.100 API (Baffle Type) Separator Bay1
1 Source Section 5.10.7 of the Stormwater Management Manual for Eastern Washington.
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Appendix C – BMP T5.100 API (Baffle Type) Separator Bay
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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 treanchtrench (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 WQ facility. 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.
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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 WQ facility.
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.
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Appendix D – Flow Spreader Options
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Appendix D – Flow Spreader Options
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Appendix D – Flow Spreader Options
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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 Areas[1] Pervious Areas (Lawns, etc)[.)[2]
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)[3]
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
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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
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Appendix F – Planting Guidelines
Appendix F – Planting Guidelines
Planting Guidelines for:
Detention Pond: Seed mixtures
Common & Species Name
Bulk
Rate
(lb/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
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Appendix F – Planting Guidelines
Planting Guidelines for:
Infiltration facilities, Detention facilities, Swales, and Ditches
Common & Species Name % of Mix
Component
PerinnialPerennial Rye Grass 15
Intermediate Wheatgrass 46
Creeping Fescue 8
Tall Fescue 31
Total 100
Or
Common & Species Name % of Mix
Component
Tall or Meadow Fescue 68
Seaside/ Creeping Bentgrass 10
Meadow Foxtail 10
Alsike Clover 6
Redtop Bentgrass 6
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 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
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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 streambank wheatgrass 5 30
Elymus trachycaulus slender wheatgrass 6 20
Elymus lanceolatus thickspike wheatgrass 6 30
Festuca idahoensis Idaho fescue 3 20
Moist to Wet Sites Common Name
Elymus glaucus blue wildrye 6 30
Elymus trachycaulus slender wheatgrass 6 20
Leymus triticoides
creeping /beardless
wildrye 6 30
Pascopyrum smithii western wheatgrass 8 20
Emergent Species
(inundated but dry out) Common Name
Carex utriculata/rostrata beaked sedge
Carex nebrascensis nebraska sedge
Carex lanuginosa wooly sedge
Eleocharis palustris creeping spiked rush
Juncus balticus baltic rush
Juncus tenuis slender rush
Scirpus actus hard stemmed rush
Inundated locations Common Name
Bechmania syzigachne western slough grass
Carex aquatilis water sedge
Carex utriculata/rostrata beaked sedge
Eleocharis palustris creeping spiked rush
Glyceria striata fowl mannagrass
Juncus ensifolius 3 stamen/dagger leaf rush
Juncus mertensiana Merten's rush
Juncus tenuis slender rush
Sagittaria latifolia arrowhead
Scirpus microcarpus small fruited bulrush
Scirpus americanus olney's bulrush
Scirpus acutus hardstem bulrush
Typha latifolia cattail
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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 sandbar/coyote willow
Salix bebbiana Bebb's willow
Salix geyeriana 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 Rocky Mountain iris
Mimulus lewisii 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
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Appendix G1 – Example Calculation – Non-Flooded Widthines
Appendix G1 – Example Calculation – Non-Flooded Widthines
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 (S x) = 0.02 feet/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.
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.
T T
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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
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.
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*
T T
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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’
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:
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.
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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/Resourc e_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.
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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.
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.
• Remove debris and blockages.
• Repair undercut, eroded, and bare soil areas.
Quarterly or After Major Storms
(>1 inch)
• Shoreline cleanups to remove trash, debris and
floatables.
• Full maintenance inspection.
• Open up riser to access valves.
• Repair broken mechanical components if needed.
Annual
• Forebay Sediment Removal. 5-7 years
• Repair pipes, riser and spillway where needed. 5-25 years
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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 Practices
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.
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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
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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 Points for ED ponds
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.
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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.
Annual 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.
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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.
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Appendix H1 – Facility Maintenance Recommendations
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.
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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 struct ures):
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 act ivities:
Identify safety hazards present. Record resolution activities:
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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__
____________________________________
Applicant
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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 ___________________
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Error! Bookmark not defined.
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)
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Appendix J – Example Agreement for Construction Inspection 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)
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1
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 ½ 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
Response
Regarding the sewer service depth, 5 ½ feet depth at the back of curb would preclude the installation of a basement in most cases. Rather than
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.
2
2. MIKE BRODIE, WGM GROUP
Comment
In regard to the following section:
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)
3
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.”
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.