Resolution 5851 - Amend Design and Construction StandardsRESOLUTION NO.5851
A RESOLUTION TO AMEND THE 2015 STANDARDS FOR DESIGN AND
CONSTRUCTION FOR THE CITY OF KALISPELL, MONTANA, AND SETTING AN
EFFECTIVE DATE.
WHEREAS, on April 6, 2015, the City of Kalispell adopted Resolution No. 5707, the "2015
Standards for Design and Construction" for the City of Kalispell, Montana; and
WHEREAS, periodically the City updates its Standards for Design and Construction to ensure
the standards are in conformance with the current requirements of State and
Federal agencies, to incorporate certain improvements in various materials and
methods used in construction and to ensure that the standards reflect the best
practices that support the public safety and welfare of the community utilizing the
city's public infrastructure; and
WHEREAS, since the last update of the standards the professional staff of the City Public
Works Department compiled a list of the ongoing changes as stated above and
produced a draft of standards for a new update; and
WHEREAS, as in integral component of the review the proposed draft of the standards were
disseminated to the local engineering and construction industry for comment
which was received, considered and, where deemed appropriate, incorporated into
the proposed standards; and
WHEREAS, on December 18, 2017, the City of Kalispell adopted Resolution No. 5850, a
Resolution of Intent to amend the Standards for Design and Construction; and
WHEREAS, on January 16, 2018, the City Council of the City of Kalispell held a public
hearing, after due and proper notice, and received no public comment upon the
proposed amendments to the Standards for Design and Construction; and
WHEREAS, upon consideration of the recommendations made by the city public works
professional staff, comments provided by the public and upon review of the
proposed amendments, the City Council of the City of Kalispell finds that it is in
the best interest of the City to amend the Standards for Design and Construction
as set forth in Exhibit "A" attached hereto.
NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF
KALISPELL AS FOLLOWS:
SECTION 1. The City of Kalispell Standards for Design and Construction shall be and
is hereby amended as set forth in Exhibit "A", attached hereto. Exhibit
"A" shall be made available to the public upon request at the city offices
of Public Works.
SECTION 2. This Resolution shall become effective immediately following its passage
by the City Council and approval by the Mayor.
PASSED AND APPROVED BY THE CITY COUNCIL AND SIGNED BY THE MAYOR OF
THE CITY OF KALISPELL, THIS 5TH DAY OF FEBRUARY, 2018.
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ATTEST:
1892
'dam 4f®N'TN
Judi Funk
Deputy City Clerk
Chad Graham
Council President
FEBRUARY 5, 2018
PUB LIC
STANDARDS FOR DESIGN AND CONSTRUCTION
CITY OF KALISPELL, MONTANA
This Page Intentionally Left Blank
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.................................................................................................................11
1.5. Boulevard
Landscaping...............................................................................................................12
1.5.1
Requirements......................................................................................................................12
1.6. Record Drawings and Project Acceptance..................................................................................12
1.6.1
Certification.........................................................................................................................12
1.6.2 Record Files.........................................................................................................................12
1.6.3 Acceptance..........................................................................................................................12
1.7. Two -Year Guarantee Inspection.................................................................................................12
1.7.1 Requirements......................................................................................................................12
1.7.2 Warranty Work...................................................................................................................13
Chapter2 Design Criteria............................................................................................................................14
2.1. Plans............................................................................................................................................14
2.1.1 General Items......................................................................................................................14
2.1.2 Title Sheet(s) (Shall not exceed 3 Sheets): .......................................................................... 15
2.1.3 Plan Sheets..........................................................................................................................15
2.1.4 Plan and Profile Sheets.......................................................................................................15
2.1.5 Detail Sheets.......................................................................................................................17
2.1.6 Road and Drainage Plans....................................................................................................17
2.1.7 Drainage Facilities and Swales............................................................................................18
2.1.8 Basin Maps..........................................................................................................................18
Chapter 3 Project Submittals......................................................................................................................20
3.1. Process........................................................................................................................................20
3.1.1 Submittals...........................................................................................................................20
3.1.2 Resubmittals.......................................................................................................................20
3.1.3 Delivery...............................................................................................................................21
3.1.4 Fees..................................................................................................................................... 21
3.2. Responsibilities...........................................................................................................................21
3.2.1 Professional Engineer..........................................................................................................21
3.2.2 Contractor...........................................................................................................................21
3.2.3 City Engineering Staff.......................................................................................................... 21
3.2.4 Developer............................................................................................................................21
3.2.5 All Parties............................................................................................................................ 22
3.3. Design or Construction Deviation...............................................................................................22
3.3.1 Requirements: ..................................................................................................................... 22
ChapterDevelopment..............................................................................................................................23
4.1. Requirements..............................................................................................................................23
4.1.1 General................................................................................................................................23
4.1.2 Utilities................................................................................................................................23
4.1.3 Utility Easements: ...............................................................................................................
24
Chapter5 Water System.............................................................................................................................25
5.1. Design Standards........................................................................................................................25
5.1.1 Design Report......................................................................................................................25
5.1.2 Water Pipe..........................................................................................................................25
5.1.3 Valves..................................................................................................................................26
5.1.4 Fire Hydrants.......................................................................................................................26
5.1.5 Water Services....................................................................................................................
27
5.2. Construction Standards...............................................................................................................28
5.2.1 General................................................................................................................................28
5.2.2 Offsets.................................................................................................................................28
5.2.3 Water Pipe..........................................................................................................................28
5.2.4 Valves..................................................................................................................................28
5.2.5 Valve Boxes.........................................................................................................................
28
5.2.6 Fire Hydrants.......................................................................................................................29
5.2.7 Service Saddles....................................................................................................................29
5.2.8 Corporation Stop and Curb Stop Valves..............................................................................29
5.2.9 Service Fittings....................................................................................................................29
5.2.10 Curb Boxes..........................................................................................................................
29
5.2.11 Service Pipe.........................................................................................................................29
5.2.12 Meter Pits / Vaults..............................................................................................................
29
5.2.13 Tapping Sleeves...................................................................................................................30
5.2.14 Ductile Iron Fittings.............................................................................................................30
5.2.15 Mechanical Joint Restraints................................................................................................30
5.2.16 Pipe Bedding.......................................................................................................................30
5.2.17 Warning Tape......................................................................................................................30
5.2.18 Toner Wire..........................................................................................................................30
5.2.19 Marker Posts.......................................................................................................................31
Chapter 6 Sanitary Sewer System...............................................................................................................32
6.1. Design Standards........................................................................................................................32
6.1.1 Design Report......................................................................................................................32
6.1.2 Sulfide Generation Analysis................................................................................................33
6.1.3 Usage Restriction................................................................................................................33
6.1.4 Gravity Mains......................................................................................................................33
6.1.5 Manholes............................................................................................................................33
6.1.6 Location...............................................................................................................................34
6.1.7 Lift Stations......................................................................................................................... 34
6.1.8 Force Mains.........................................................................................................................34
6.1.9 Service Lines........................................................................................................................35
6.1.10 Grease Interceptors: ........................................................................................................... 35
6.1.11 Sand / Oil Separators: ......................................................................................................... 35
6.1.12 Sample Port.........................................................................................................................35
6.2. Construction Standards...............................................................................................................35
6.2.1 General................................................................................................................................35
6.2.2 Offsets.................................................................................................................................35
6.2.3 Gravity Sewer Pipe..............................................................................................................36
6.2.4 Force Mains.........................................................................................................................36
6.2.5 Service Lines........................................................................................................................36
6.2.6 Detectable Warning Tape...................................................................................................36
6.2.7 Marker Posts.......................................................................................................................37
6.2.8 Manholes............................................................................................................................37
6.2.9 Lift Stations.........................................................................................................................38
6.2.10 Grease Interceptors............................................................................................................41
6.2.11 Sand / Oil Separators..........................................................................................................42
6.2.12 Sample Ports.......................................................................................................................42
6.2.13 Pipe Bedding.......................................................................................................................42
Chapter 7 Storm Sewer System..................................................................................................................43
7.1. Design Standards........................................................................................................................43
7.1.1 Regulatory Thresholds........................................................................................................43
7.1.2 Basic Requirements (BR-1) Drainage Submittal..................................................................44
7.1.3 BR-2 Geotechnical Site Characterization............................................................................49
7.1.4 BR-3 Water Quality Treatment...........................................................................................53
7.1.5 BR-4 Flow Control...............................................................................................................58
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7.1.6
BR-5 Conveyance................................................................................................................73
7.1.7
BR-6 Erosion and Sediment Control....................................................................................85
7.1.8
BR-7 Operation and Maintenance (O&M)..........................................................................86
7.1.9
Parcels and Easements........................................................................................................89
7.2. Construction Standards...............................................................................................................91
7.2.1
General................................................................................................................................91
7.2.2
Offsets.................................................................................................................................
91
7.2.3
Culverts and Storm Main....................................................................................................91
7.2.4
Structures............................................................................................................................92
7.2.5
Pipe Bedding.......................................................................................................................92
Chapter 8 Transportation System...............................................................................................................93
8.1. Design Standards........................................................................................................................93
8.1.1
General................................................................................................................................93
8.1.2
Traffic Impact Study (TIS)....................................................................................................93
8.1.3
Intersections.......................................................................................................................94
8.1.4
Dead-end Streets................................................................................................................94
8.1.5
Sight Distance......................................................................................................................95
8.1.6
Collector and Arterial Streets..............................................................................................95
8.1.7
Traffic Control Signs, Street Name Signs and Street Names...............................................95
8.1.8
Sidewalks: ............................................................................................................................
97
8.1.9
Boulevard/Open Space: ......................................................................................................
97
8.1.10
Multiple Use Paths: .............................................................................................................
97
8.1.11
On -Street Parking: ...............................................................................................................
98
8.1.12
Driveways: ...........................................................................................................................
98
8.1.13
Placement of Utilities: .........................................................................................................
98
8.1.14
Street Lighting.....................................................................................................................98
8.1.15
Traffic Calming Devices.....................................................................................................101
8.2. Construction Standards.............................................................................................................101
8.2.1
General..............................................................................................................................101
8.2.2
Materials: ..........................................................................................................................
101
Glossary of Acronyms and Terms.............................................................................................................102
Appendix A —
Checklist for Identifying Wetlands......................................................................................105
v
Appendix 131—
Swale Flood Test...............................................................................................................107
Appendix B2
— Pond Flood Test................................................................................................................107
Appendix C —
BMP T5.100 API (Baffle Type) Separator Bay.....................................................................108
Appendix D —
Flow Spreader Options.......................................................................................................110
Appendix E —
Filter Strips Used for Pre-Treatment...................................................................................115
Appendix F —
Planting Guidelines.............................................................................................................117
Appendix G1—
Example Calculation — Non -Flooded Width.....................................................................121
Appendix G2
— Example Calculation — Grate Inlet Capacity.....................................................................122
Appendix H1—
Facility Maintenance Recommendations.........................................................................124
Appendix H2
— Facility Inspection Checklist..............................................................................................132
Appendix H3
— Example Maintenance Agreement...................................................................................133
Appendix I —
Example Ownership Transfer Letter....................................................................................134
StandardDetails—General.......................................................................................................................135
Standard Details —Water System.............................................................................................................137
Standard Details — Sanitary Sewer System...............................................................................................142
Standard Details —Storm Sewer System...................................................................................................151
Standard Details — Transportation System...............................................................................................157
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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 (MPWSSI) 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 Regulationsz, 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 18 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/ecomtnerce/ecomlisipage.aspx
2 http://www.kalispell.com/plaming/documents/SubRegsCompletel2-19-11_005.pdf
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).
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 hops://www.time.ci.kalispell.mt.us/weblink/0/doc/20709/Pagel.aspx
2
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.
1.1.6 Traffic and Pedestrian Control
A. In the event of an emergency interruption, the Contractor shall notify the
PWD, Police and Fire Departments immediately. The Contractor shall
immediately dispatch members of his staff to notify affected individuals by
telephone or personal contact.
B. A Traffic and Pedestrian Control Plan shall be submitted to and approved by
the PWD for all work within the public right-of-way.
I. Conform to the latest edition of the Manual on Uniform Traffic Control
Devices' (MUTCD).
II. Show the location and description of all Traffic and Pedestrian Control
Devices.
III. No work shall commence on the project until the plan is approved.
IV. Keep all devices in place and maintained throughout the project.
V. The PWD reserves the right to reject any device observed to be in
substandard condition.
C. Emergency access to the work area shall be maintained at all times.
1 https://mutcd.thwa.dot.gov/pdfs/2009rlr2/mutcd2009rlr2edition.pdf
3
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/2009rlr2/mutcd2009rlr2edition.pdf
2 https://montanacontractorsmtassoc.wliinc24.com/ecomtnerce/ecomlisipage.aspx
4
1.1.9 Guarantee for Equipment. Materials. and Workmanship
A. The Contractor shall guarantee all materials and equipment furnished, and
construction work performed for maintenance and repair work on existing
city infrastructure for a period of 1-year from the date of written
acceptance of the work by the CK.
B. The guarantee for new city infrastructure shall be for a period of 2-years
from the date of written acceptance of the work by the CK. In the case of a
subdivision, the date of acceptance will be final plat approval or acceptance
by the PWD, whichever is later.
C. Guarantees shall be in the form of a Maintenance bond.
I. Required prior to Final Plat or Certificate of Occupancy.
II. Equal to 20% of the total value of public infrastructure constructed.
III. Shall remain in force throughout the guarantee period.
IV_ The City reserves the right to draw on the maintenance bond for repairs
not completed by the responsible party within 30 calendar days of being
advised that repairs are required.
V_ Maintenance bonds may be in the form of a Surety Bond, a Certificate of
Deposit (CD), a Certified Check or an irrevocable Letter of Credit issued
by a bank licensed to do business in the state of Montana.
VI. The Commencement Date for the Maintenance Bond shall be the date set
for the completion of the required improvements as stated in the
Subdivision Improvements Agreement, the date of Substantial
Completion as certified by a Professional Engineer, or the date Final Plat
is granted, whichever is later. If the expiration date of the Maintenance
Bond falls after November 16, the expiration date of the Maintenance
Bond shall be June 30 of the following year.
1.1.10 Excavation and Disposal of Material from Existing Public Right -of -Way and
Easement
A. All material unsuitable for trench backfill, sub -base or base construction,
excavated from the developed public right-of-way or easement shall be
removed from the site and disposed of by the Contractor.
B. The disposal site shall meet regulatory provisions for disposal of the
unsuitable excavated material.
C. Unsuitable excavated material shall not be stockpiled on site without the
written approval of the PWD.
D. Excavated material shall be confined to the work zone as established during
the preconstruction conference or as shown in the contract documents.
5
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 7.1.7.
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
2 http://www.mtrules.org_/ atg ewU/ruleno.asp?RN=24%2E183%2E1101
3 hops://www.time.ci.kalispell.mt.us/weblink/0/doc/15264/Pagel.aspx
4 http://www.kalispell.com/public_works/permits_stormwatenphp
5 https://montanacontractorsmtassoc.wliinc24.com/ecomtnerce/ecomlisipage.aspx
0
C. The pavement restoration shall match the pavement structure thickness as
shown on CK details STA through STA. All excavations within 4 feet of the
edge of the asphalt (including the outer edge, the crown, or adjacent seam)
shall require removal and replacement from the edge of asphalt to the
excavation edge. Asphalt patch areas that fall within the wheel path of the
vehicular travel lane shall be increased in size to the center of the lane or
adjacent lane. In no circumstance will the edge of a patch area be allowed to
fall within the wheel path.
D. Any damage to the existing asphalt surface caused by the Contractor's
operations shall be repaired at the expense of the Contractor, including but
not limited to gouges, scrapes, outrigger marks, backhoe bucket marks, etc. A
slurry seal shall be considered the minimum standard for a repair to existing
surfacing.
E. The Contractor shall be responsible for maintaining the area in a smooth and
drivable condition until the permanent pavement is placed. If the ground is
frozen, the road cut shall be temporarily repaired with a minimum thickness
of 2-inches of cold patch material. The temporary repair shall be maintained
by the Contractor for safe winter usage. The permanent restoration shall be
made as soon as the ground is thawed in the spring, or as directed by the
PWD. Pavement repairs shall be in accordance with the Standards.
F. If the Contractor fails to restore the pavement within the 14-day period, or
fails to maintain the trench or area as required, the City reserves the right to
complete the restoration or maintenance, and all labor, equipment, material
and administrative costs will be billed to the Contractor. The City reserves
the right to call on the Contractor's Performance Bond if the bill is not paid
within 30 days.
1.1.14 Construction Inspection
A. Maintenance and repair work within public right-of-way or easement shall
be inspected and approved by the PWD. It is the Contractor's responsibility
to notify the PWD of the work requiring inspection at least 24 hours in
advance so the PWD may schedule and perform such inspections.
1.1.15 Stop Work Order
A. A written Stop Work Order may be issued by the PWD if the maintenance and
repair work in progress does not meet the Standards for the CK, or for any
other valid reason. Work may resume only after a written Resume Work
Order has been issued by the PWD.
1.1.16 Relocation of Utilities
A. Requests to relocate an existing public utility shall be submitted in writing to
the PWD. A sketch shall be included that illustrates the existing location of
the utility and the preferred relocation site. The request shall describe in
detail the circumstances for the request.
7
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:
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
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.
0
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.
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 and sewer construction testing shall be performed in accordance
with the CK Special Provisions for Water Distributionz and Sanitary Sewer
Collection Svstem3.
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/ecomtnerce/ecomlisipage.aspx
2 http://kalispell.com/public_works/documents/02660-WaterDistribution_OOO.docx
3 http://kalispell.com/public_works/documents/02730-SanitarySewerCollectionSystemamended.docx
0
1.4.2 Compaction Testing
A. The following minimum compaction testing procedures shall apply to all
utility and roadway construction projects. An independent accredited testing
laboratory shall be retained to provide the following tests and frequency.
Random longitudinal test locations are required. The following are minimum
compaction test requirements. The Professional Engineer, or the
Professional Engineer's designated representative, may require additional
tests. For projects containing less than 300 linear feet of improvements, a
minimum of one compaction test for each improvement shall be required for
the improvements listed below.
I. Utility Trenches and Underground Structures:
a. Set of Tests:
i For trenches up to 8 feet in depth, density tests shall be
taken at 12 inches above the pipe, at one-half the trench
depth, and at the surface.
ii For trenches greater than 8 feet in depth, density tests shall
be taken at 12 inches above the pipe, at one-third and two -
third the trench depth levels, and at the surface.
b. The minimum density shall be 95% Standard Proctor, ± 3%
optimum moisture.
C. Horizontal Frequency:
i Utility Mains - One set of tests per 150 feet.
ii Service Lines - One set of tests per 3 services, per utility
type.
iii Open Pit - Minimum of one set of tests (Open Pit - at each
manhole, water valve, storm inlet, curb inlet, vault, etc.)
d. Each test location shall be separated horizontally from a prior test
location.
II. Street Subgrade:
a, All sub -base: 95% Standard Proctor, ± 3% optimum moisture. One
random density test, every 100 linear feet of street per lane with
random offsets.
b. All crushed gravel base: 95% Standard Proctor, ± 3% optimum
moisture. One random density test, every 100 linear feet of street
per lane with random offsets.
10
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."
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
1 https://montanacontractorsmtassoc.wliinc24.com/ecomtnerce/ecomlisipage.aspx
11
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
Ordinance' 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.
1.6.2 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.
1.6.3 Acceptance
A. The City will not accept the project until record drawings and 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).
1.7. TWO-YEAR GUARANTEE INSPECTION
1.7.1 Requirements
A. The Project Engineer, or his designated representative, shall conduct a two-
year guarantee 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 http://www.kalispell.coM/parks_and_recreation/documents/ordinancescombined.PDF
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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.
13
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
14
III. Bearings and distances:
a. Provide between points on alignments
2.1.2 Title Sheet(s) (Shall not exceed 3 Sheets)
A. Project Title
B. Vicinity Map
I. Project Limits
II. Adjacent Street Names
III. North Arrow
IV. Scale Bar
C. Firm or Engineer Information
I. Name
II. Address
III. Telephone Number
D. MT Professional Engineer Stamp
E. Point and Line Style Legend
F. Public Land Survey System Information
I. Township
II. Range
III. Section(s)
a. If contained within a single section, provide the 1/z, 1/4, or 1/4 1/4
information as applicable (e.g. SW 1/4 NE 1/4).
G. Table of Contents
2.1.3 Plan Sheets
A. Project Title
B. Sheet Title
C. Sheet Number
D. MT Professional Engineer Stamp
E. Revision Data (See Section 3.1.2)
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.
15
IV.
V.
VI.
Include all items in Section 2.1.3 above.
In profile show:
Vertical scale
Proposed ground
a. Continuous line -style
Existing ground
a. Dashed line -style
Crossings of other utilities and separations from them.
Parallel utilities shall be shown in greyed line -style.
VII.
Vill.
Pipe
a, Length
b. Slope (if gravity)
c, Material type
Bury depth
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.
16
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 3.1.2)
2.1.6 Road and Drainage Plans
I. Include all items in Section 2.1.3 above.
II. Include the following:
III. Existing and proposed contours
IV_ Crest and sump point elevations
V_ Flow arrows
17
VI. Record drawing information
VII. Construction details or standard detail for all structures
VIII. Drainage Easements
a. If existing, provide recording number
IX. Where swales, ditches, or channels interfere with driveway locations:
a. Driveway locations shall be fixed and shown on the plans.
X. 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
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.
18
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
19
Chapter 3 Project Submittals
3.1. PROCESS
3.1.1 Submittals
A. Civil Plans:
I. Shall be provided in PDF format.
II. If part of a larger plan set (such as a commercial project including
building, mechanical, electrical, etc.), submit with other plans as a single
combined set.
III. The Professional Engineer(s) responsible for the civil design portions of
the project shall stamp the project cover sheet, or each individual sheet of
the civil design.
IV. Include the general checklist as well as other applicable checklists.
a. Checklists are available here' (call 758-7720 for additional info.).
B. Reports and Specifications:
I. Shall be provided in PDF format.
II. Submit separate documents in the following order (as applicable):
a. Project Manual or Applicable Specifications
b. Water Design Report
C. Sanitary Sewer Design Report
d. Storm Drainage Design Report
e. Traffic Impact Study
III. The Professional Engineer(s) responsible for the individual sections
specified above shall stamp the front cover of each separate document.
C. Water and sanitary sewer system designs shall be submitted for concurrent
review to MDEQ.
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
1 http://kalispell.corn/public_ works/EngineeringQocuments.php
20
c_ Any applicable notes
3.1.3 Delivery
I. Provide digital files to the front desk of the CK Building Department.
II. Large files may require utilization of the State of Montana File Transfer
Service'.
III. 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.
II. An additional review fee of $180.00 is required for each successive plan
review.
III. 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.
3.2. 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. Meet the minimum construction standards as specified or referenced herein.
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.
1 https://transfer.mt.gov/
21
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.
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.
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.
22
Chapter 4 Development
4.1. REQUIREMENTS
4.1.1 General
A. All subdivisions and developments shall comply with the CK Subdivision
Regulations' and these Standards.
B. Roadways and utilities shall be constructed from the existing facilities to the
far property line of the development or such other point within the
development that may be specified by the City Engineer.
I. Extension of water mains beyond the property line may be required as
determined by the City Engineer for looping and redundancy.
II. All utilities shall be within a public right-of-way or easement to permit
free and unobstructed access.
C. Obtain and provide the City with all easements and right-of-ways necessary
to extend roadways and utilities to the far property line of the development.
I. Obtain written approval from the Kalispell PWD stating they have
reviewed and approved the location of easements for the future extension
of roadways and utilities which shall be submitted with the final plat
along with an 11 x 17 legible copy of the approved final plat showing the
utility and/or easement locations.
D. There shall be reserved along the front lot line and side street lot line of each
residential and commercial lot a 10-foot wide utility easement along,
contiguous and adjacent to the lot line to provide an area between the lot line
and the easement line for the placement of privately owned underground
utilities.
4.1.2 Utilities
A. All new utilities shall be placed underground.
B. City utility collection and distribution mains shall be located within the
paved portion of the street or alley.
C. Water transmission mains, sewer interceptor mains, and sewer force mains
shall be located as approved by the City Engineer.
D. Underground private utilities shall be located on private property between
the lot line and the easement line.
E. No underground utilities, except service sweeps to the streetlights shall be
placed parallel to the roadway in the boulevard between the back of curb and
sidewalk or within a sidewalk itself.
1 http://www.kalispell.com/plamin�-/documents/SubRejzsCompletel2-19-11_005.pdf
23
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 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.
24
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 11.
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 https://deg.mt.gov/Portals/112/Water/PWSUB/Documents/engineers/2014/Circulars/2014DEQ-I.pdf
25
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.
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
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.
26
5.1.5 Water Services
A. General
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 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.
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.
a. A 2-inch service maybe 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 maybe reduced to a 3/4-inch service.
d. Reductions in service size outside the reductions listed above shall
be submitted via deviation request for individual review and
approval.
III. If a service line size is reduced prior to the meter pit or vault, the design
engineer shall provide hydraulic data indicating maximum achievable
flow rates at the meter are within the manufacturer's recommendations.
27
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 Provisionz 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.
5.2.2 Offsets
A. Water mains and appurtenances shall maintain horizontal and vertical
offsets as required in MDEQ Circular 13.
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
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.
Only used as approved by the City Engineer.
II. Joints shall be push -on.
III. Use nitrile gaskets for areas with hydrocarbon contamination.
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, 3 piece, slip type adjustment, Tyler 6865 series or
approved equal.
B. Extensions with a centering donut shall be provided and installed on valves
installed on mains with more than 7-foot of bury.
1 https://montanacontractorsmtassoc.wliinc24.com/extemaFwcpages/wcecommerce/eComItemDetailsPage.aspx?ItemlD=1
2 http://kalispell.com/public_works/documents/02660-WaterDistribution_OOO.docx
3 https://deg.mt.gov/Portals/I 121Water/PWSUB/Documents/engineers/2014/Circulars/2014DEO-I.pdf
28
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.
5.2.8 Corporation Stop and Curb Stop Valves
A. Shall be Mueller 300 series ball valves, or equal approved by the PWD.
5.2.9 Service Fittings
A. Shall be Mueller Insta-Tite or 110 Series compression fittings, or an equal
approved by the PWD.
B. If larger than 1-inch and smaller than 4-inch, stainless steel inserts shall be
used if recommended by manufacturer.
5.2.10 Curb Boxes
A. Shall be Mueller H-10306, AY McDonald Box 5604, or Ford EA2-65-50 (3/4
or 1-inch service) with and pentagon brass plug
B. Shall be Mueller H-10310 (1 1/4 - 2-inch service)
C. Cast iron extension type with arch pattern base
D. Minimum length 6 1/2 feet
E. Properly sized Mueller 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.
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.
29
B. Mueller EZ Vault or approved equal with center -locking composite lids and
insulation pads shall be used for new 1.5-inch and 2-inch (Part No.
###VS##60FB#N).
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 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.
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.
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.
5.2.15 Mechanical Joint Restraints
A. Shall be Megalug or approved equal.
5.2.16 Pipe Bedding
A. Shall be placed in accordance with CK detail G.1.
B. Shall be haunched under pipe with shovel.
C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as
defined in ASTM D 2321 with a max particle size of 3/4-inch and meeting the
migration requirements of the same standard (Section X.1.8).
5.2.17 Warning Tape
A. Shall be a minimum of 5 mils thick.
B. Shall be 3 inches wide.
C. Shall conform to APWA colors.
D. Shall be buried 12 to 24 inches below the final grade.
5.2.18 Toner Wire
A. Shall be 12 gauge HDPE or HMWPE insulated solid core.
B. Shall be approved for direct bury.
C. Shall be taped every 5 feet to the top of the water main.
D. Shall be spliced with moisture displacement connectors.
E. Shall be made accessible in accordance with CK detail W.3.
30
5.2.19 Marker Posts
A. Shall be used when a main is located outside a paved surface.
B. Shall be APWA compliant Rhino TriViewT" I 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.
1 http://rhinomarkers.com/triview.php
31
Chapter
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
MDE . 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 of 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
1 http://deg.mt.gov/Portals/I 12/Water/WOInfo/Documents/Circulars/Circulars/DE02_Final _2016.pdf
32
XII. Recommendations for improvements to an existing lift station, if
necessary, to enable the lift station to serve the proposed project.
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.
Table 1 - Sewer Flow Depths
Diameter of Sewer Main (inches)
Depth of Flow / Diameter (%)
<_ 10
70
> 10 - 15
73
> 15 - 18
75
> 21-27
77
> 27
80
D. 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.
B. Shall have a minimum diameter of 4 feet and follow the National Precast
Concrete Association Manhole Sizing Recommendations3.
1 https://www.time.ci.kalispell.mt.us/weblink/DocView.aspx?dbid=0&id=39576&page=1&cr=1
2 https://www.time.ci.kalispell.mt.us/weblink/0/doc/40191/Pagel.aspx
3 https://precast.org/wp-content/uploads/2014/08/Precast-concrete-manhole-sizing-recommendations.pdf
33
6.1.5C
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 required 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 21.
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 MDE . Circular 2, with the following
additional requirements.
B. Wet well
Sized to accommodate a maximum of 6 starts per hour.
6.1.8 Force Mains
A. Design shall be as required per MDE , Circular 2. except as specified below:
I. Minimum velocity of 4 fps
1 http://deg.mt.gov/Portals/I 12/Water/WOInfo/Documents/Circulars/Circulars/DE02_Final _2016.pdf
34
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 required 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 21.
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 MDE . Circular 2, with the following
additional requirements.
B. Wet well
Sized to accommodate a maximum of 6 starts per hour.
6.1.8 Force Mains
A. Design shall be as required per MDE , Circular 2. except as specified below:
I. Minimum velocity of 4 fps
1 http://deg.mt.gov/Portals/I 12/Water/WOInfo/Documents/Circulars/Circulars/DE02_Final _2016.pdf
34
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:
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. Shall be sized according to the Pretreatment Program requirements.
6.1.12 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 constructed in accordance with the current edition of
the Standards (this document), the current edition of the MPWSS1, as
modified by the CK Special Provisionz 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.
6.2.2 Offsets
A. Sewer mains and appurtenances shall maintain horizontal and vertical
offsets as required in MDEQ Circular 23.
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.
1 https://montanacontractorsmtassoc.wliinc24.com/external/wcpages/wcecommerce/eComItemDetailsPage.aspx?ItemlD=1
2 hqp://kalispell.com/public_works/documents/02730-SanitarySewerCollectionSystemamended.docx
3 http://deg.mt.gov/Portals/I 12/Water/WOInfo/Documents/Circulars/Circulars/DE02_Final _2016.pdf
35
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.
6.2.4 Force Mains
A. Shall be either DR11 HDPE or DR18 C900 PVC.
B. Service taps shall not be allowed on CK force mains.
C. Private force mains shall be connected to the sewer collection system at a
manhole as shown in Detail SA.8.
D. Toner Wire shall meet the same requirements as for water main, except:
I. Force mains burst through existing mains or installed without continuous
trench access shall be installed with 1/4-inch steel toner cable.
6.2.5 Service Lines
A. Materials
I. Gravity sewer services shall be SDR 35 PVC within CK right-of-way.
B. Taps
I. Shall only be made at the main:
a. With an appropriately sized PVC wye for new construction; or
b. With an appropriately sized and installed Inserta Tee®R 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.
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.
1 https://www.insertatee.com/
36
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'"'1 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
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:
Whirly Gigz Manhole Riser Collar System;
II. Cretex External Chimney Sea13.
III. Cretex Internal Chimney Sea14.
IV. WrapidSeal'"5 Manhole Encapsulation System; or
V. 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® MacWran8;
IV. Riser-Wrap'"9;
V. Con -Seal CS-21210; or
VI. Equal as approved by the CK PWD.
1 http://rhinomarkers.com/triview.php
2 http://wgi�us/
3 hltp://www.cretcxseals.coM/product/classic-external-chimney-seal/
4 hitp://www.cretexseals.coM/product/classic-internal-chimney-seal/
5 http://ccipipe.coM/products/wrapidscal-manhole-encapsulation-system/
6 http://www.ssiscalingsystems.com/gater-wpp.html
7 hqp://www.press-seal.com/wp-content/uploads/2016/12/EZWRAPProductLiterature.pdf
8 hqp://www.mamiac.com/mac-wrap-for-rcp-manholes/
9 https://www.gpptindustries.com/en/products/riser-wrap-water-infiltration-sealing-system
10 hM2:Hconscal.com/concrete-sealant-products/cs-212-polyolefin-backed-exterior-joint-wpp.html
37
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.
D. 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.
E. Access Road
I. 12-foot minimum width paved for access by sewer maintenance vehicles.
II. Access approach from street per Standards.
F. 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.
G. Electrical
I. Wiring
a. Shall be water resistant inside the lift station and enclosure.
38
II. Backup Power
a.
Generac 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 0&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.
B} Include a Digital Expansion Board to add 8 digital
inputs
Q 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
39
H
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 float mercury switch system
A} Shall be installed and function if primary control is
lost
f. Transfer switch and control panels shall be placed on a steel frame
and embedded in concrete a pad with a pitched roof covering the
pad and controls.
V. Lighting
a_ Yard lighting shall be provided and connected to the power supply
b. Street lighting shall not be considered adequate to meet this
requirement.
Enclosures
I. Foundation
a_ Monolithic concrete
b. Minimum 4 inches thick
c_ Treated sole plate anchored to foundation
II. Roof
a_ Gable style
b. Trusses spaced at 24-inch maximum
c_ Designed to meet local snow load requirements
d. 4:12 slope
e. 5/8-inch OSB sheathing
f. 30-year 3-tab shingles
III. Walls
a_ 8-foot floor to ceiling height
b. 6-inch wall studs
c_ R-19 insulation
d. Exterior
i 1/z-inch OSB sheathing
ii Lap siding with 7-inch reveal
40
e. Interior
i T-111 siding
IV_ Ceiling
a. R-49 insulation
b. 5/8-inch unfinished gypsum board
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
I. 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
J. 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.
1 http://gcode.us:443/codes/kalispell/view.php?topic=24-9-24_91
41
Sand f Oil Separators
A. Shall be commercially manufactured.
B. Shall meet the requirements of Standard Detail SA.12.
6.2.12 Sample Ports
A. Shall be commercially manufactured.
B. Shall meet the requirements of Standard Detail SA.13
6.2.13 Pipe Bedding
A. Shall be placed in accordance with CK detail G.1.
B. Shall be haunched under pipe with shovel.
C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as
defined in ASTM D 2321 with a max particle size of 3/4-inch and meeting the
migration requirements of the same standard (Section X.1.8).
42
Chapter 7 Storm Sewer System
7.1. DESIGN STANDARDS
7.1.1 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 development has a 5,000 sf building and
3,000 sf parking lot and is adding 2,000 sf to their building and
1,000 sf to their parking lot. Therefore, the threshold would be
exceeded (5,000 + 3,000 + 2,000 + 1,000 = 11,000 sf) and the
development would be triggered to comply with BR1-7.
C. Redevelopment is the replacement of impervious surfaces on a fully
developed site. Redevelopment occurs when existing facilities are
demolished and rebuilt or substantially improved through reconstruction.
I. For redevelopment, the regulatory threshold applies to the total amount
of pollutant generating surfaces replaced or rebuilt. Redevelopment
projects that meet the regulatory threshold shall comply with BR-3 Water
Quality Treatment.
a_ For projects implemented in incremental phases, the threshold
applies to the total amount of pollutant generating surface at the
end of the current phase.
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 (Water Quality
Treatment is required for all pollutant generating
surfaces on the site).
43
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
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.
7.1.2 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:
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;
44
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 7.1.3F.III 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;
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 Section7.1.8E for more
information);
45
1. Off -Site Easements: Identify the anticipated location of any off -site
easements either on the basin map or in a separate schematic. Off -
site easements will be required for proposed stormwater
conveyance or disposal facilities outside the project boundaries.
These easements shall be obtained and recorded prior to the
acceptance of the final Drainage Submittal (refer to Section 7.1.9
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 7.1.5H.X.d).
III. Figures
a. Basin Map (Refer to Section 2.1.8)
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
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.
III. As a minimum, provide the following, if applicable:
a, Hydrologic / hydraulic calculations
Pre- and post -development peak rate and volume
ii Routing
iii Design information for outflow structures
iv Orifice information
v Pond volume rating table or calculations
b. Time of concentration calculations
c, Curve number (CN) or runoff coefficient (C)
46
d. Water quality treatment calculations
e. Inlet capacity and bypass calculations
f. Detention/retention storage capacities
g. Ditch and drainage way calculations
h. Culvert and pipe calculations
i. Non -flooded width calculations for curb and gutters
j. Energy dissipation calculations
C. Down -Gradient Analysis
I. Inventory natural and constructed down -gradient drainage features a
minimum of 1/4 mile down gradient.
II. Identify and evaluate adverse down -gradient impacts. Adverse impacts
include, but are not limited to:
a. A down gradient property receiving more standing or floodwater
on their property than the pre -developed condition.
b. Erosion
C. Flooding
d. Slope failures
e. Changed runoff patterns
f. Reduced groundwater recharge
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
Q Constrictions or low capacity zones
47
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_ If there is existing or potential off -site drainage problems down -
gradient of the project, demonstrate the proposed stormwater
disposal system has been designed to meet the following
conditions:
The stormwater runoff (volume and flowrate) 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 of impact existing
drainage problems or create a new drainage problem.
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
Provide the following if applicable, required by other sections, or as
otherwise required by the City Engineer:
a_ A geotechnical site characterization (refer to 7.1.3)
b. An erosion and sediment control plan (refer to 7.1.7)
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 7.1.813)
d. An operations and maintenance manual (refer to 7.1.8C)
e_ A signed Maintenance Agreement (refer to 7.1.81) )
48
f. A financial plan (refer to 7.1.8E)
g. On -site and/or off -site easement documentation (refer to 7.1.9)
7.1.3 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.
B. Report shall include:
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,
49
VI. Location of proposed site infrastructure including roadways and drainage
features such as ponds, drywells, etc.
D. Test Method Documentation. Provide the following:
I. A map with the location of all subsurface field explorations and any in -
place field tests;
II. A description of any difficulties encountered during excavation and
testing;
III. A description of the equipment used to perform the field explorations or
tests. When applicable, describe the type of fabric lining and gravel
backfill used;
IV. Logs of subsurface explorations which identify the depth to
groundwater, and the presence of any limiting layers and the target soil
layer. Include test pit or excavation dimensions, with photographs,
where applicable;
V_ Test data in a format that includes time of day, flow meter readings,
incremental flow rates, observed head levels, water depths and total flow
volumes in the test pit or infiltrometer; and,
VI. A description of the condition of any existing facilities being tested, noting
any silt build-up, water level, connections to other structures (including
distance to inverts of any interconnecting pipes), measured depths and
dimensions, etc.
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.
50
III. Test Methods
a. Soil infiltration rates shall be determined using one or more of the
following methods for new development or redevelopment with
greater than or equal to 10,000 square feet of impervious surface:
i The ASTM D 3385-88 Double -ring Infiltrometer Test: This
test method is used for field measurement of infiltration
rate of soils;
ii The Pilot Infiltration Test Procedure: This test method uses
field data to estimate the outflow rates of subsurface disposal
facilities (refer to the BMP Manual');
iii Additional or alternate test methods, upon approval from
the City Engineer.
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 exploration
shall be performed for up to 1,500 square feet of disposal
area. Another subsurface exploration shall be performed
for each additional 3,000 square feet, or fraction thereof, of
disposal area. 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. 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.
1 http://kalispell.com/public works/documents/MontanaPost-ConstructionStormWaterBMPDesignGuidanceManual Final.pdf
51
F. Sublevel Feasibility
I. If sub -level structure construction is being considered, a sub -level
structure feasibility study is required. Field explorations and laboratory
testing shall be conducted under the direct supervision of a
geotechnical engineer, or hydrogeologist. Test boring shall be performed
per the geotechnical engineer, a hydrogeologist, or an engineering
geologist recommendation or at minimum of one per 10,000 square feet.
Ground water shall be monitored during seasonal high ground water
conditions. The sub -level structure feasibility study shall include the
following, at a minimum:
a. A layout of the site showing lot lines and lot and block numbers;
b. Identification by lot and block number of sites where sub -level
structure construction is feasible. Provide recommendations for
maximum below grade floor elevations, minimum drainage system
requirements, and any site specific recommendations;
c, Discussion of the effects of hydrostatic pressure that may lead to
basement flooding and recommendations as to the effectiveness of
waterproofing;
d. If infiltration is proposed as a method for stormwater disposal,
discussion of any potential adverse impacts on proposed sub-
level structures, taking into consideration the contribution of
imported water (due to lawn watering, etc.); and,
e. Identification of locations where sub -level structure construction is
not feasible. When field and research data indicate season high
ground water is:
i Below 15 feet, basements and crawl spaces would be
allowed.
ii Between 5 feet to 15 feet, basement construction would be
prohibited.
iii At 5 feet or less, both basement and crawl space would be
prohibited.
II. Language regarding sub -level structure restrictions shall be placed or
referenced on the face of the plat. If a potential buyer would like to
construct a sub -level structure in an area deemed not feasible, then a site
specific geotechnical evaluation shall be performed by a geotechnical
engineer for the individual lot prior to a building permit being issued.
52
Table 2 - Example Geotechnical Recommendation Summary
c
3
v
0
0
1 M
X C7
a N^
m
N 0 LL
M 41
o ;�
E
Summary of Geotechnical Recommendations[31
�y
J
a,
C= 15 feet
Based upon the clean nature of the soils at the sub- level
3
GrW=25 feet
elevations and the depth to groundwater, footing drains are
OPo
B=30 feet
not required. However, below- grade walls shall be well
o0
0
reinforced to reducing cracking and thoroughly damp -proofed
m
o
with a water- resistant bituminous emulsion or modified
cement base coating. Backfill material shall consist of only
X
(a
clean granular material which is free of fine-grained soils,
organic material, debris and large rocks.
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
N
v
IU
material shall consist of only clean granular material which is free
U
N
o
N
'
IZT
of fine-grained soils, organic material, debris and large rocks.
ai
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.
GrW=6 feet
Due to the very shallow presence of groundwater, sub -level
13=10 feet
structures are not recommended on these lots. If a crawl space
N
00
is proposed, a drain system with cleanouts shall be provided
o°
that empties a minimum of 15 feet in a down -slope direction
m
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.
III. Recommendations shall be summarized and provided electronically in
Microsoft Excel, per the format found in Table 2.
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.
53
7.1.4 BR-3 Water Quality Treatment
A. The recommendations of the latest edition of the Montana Storm Water Post -
Construction BMP Design Guidance Manual' (BMP Design Manual) are
adopted in their entirety, except as amended herein. Any conflicts or
differences between the BMP Design Manual and the Standards shall be
resolved in favor of the Standards.
B. 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
7.1.8G.
e, Post -Construction BMPs shall meet the requirements of 7.1.5H.
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.
Filter Treatment Criteria:
i The filter bed shall have a minimum depth of 30 inches.
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.
1 http://kalispell.com/public_works/documents/MontanaPost-
ConstructionStormWaterBMPDesignGuidanceManual Final.pdf
54
iii The required filter bed area (Af) is computed using the
following formula:
Equation 1- A f= VWq x df
k x (hf+df) x tf
Where:
Af = surface area of filter bed (ftz)
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:
Micro -bioretention (250 - 2,500 so
A) A grass filter strip extending a minimum of 10 feet
from the edge of the pavement and at a miximum
slope of 5%.
ii Small Scale Bioretention (2,500 to 20,000 so
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.
Q See additional guidance in Appendix E.
iii Bioretention Basins (20,000 to 200,000 so
A) A pretreatment cell, similar to a forebay, is located at
the piped inlets or curb cuts leading to the
bioretention area and has a storage volume
equivalent to aat least 15% of the total RRV.
B} The design shall have a 2:1 length to width ratio.
C) The cell can be formed by a wooden or stone dam, or
rock berm.
h. Filter Media
Planting soils media shall consist of a sandy loam, loamy
sand, or loam texture per USDA textural triangle with a clay
content ranging from 0 to 5%. In addition, the planting soil
must have a 3 to 5% organic content.
A) The recommended planting soil media mixture is:
I) 85 - 88 % sand. (washed medium sand is
sufficient)
55
II) 8 - 12 % fines. (Includes both clay (max 5%)
and silt
III) 3 -5 % organic matter (leaf compost or peat
moss)
B) Small scale bioretention and bioretention basin
designs shall use premixed certified media from a
vendor that meets the following requirements for
phosphorus contend, cation exchange (CEC), and
media filtration;
I) The recommend P-index value is between 10-
5 0;
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 so soil media can
be mixed on site;
D) The minimum filter media depth shall be between
30 to 48 inches; and,
E) Filter media shall be placed in lifts of 12 to 18
inches.
III. Permeable pavement systems are prohibited (removes Chapter 5.4).
IV_ Biofiltration Swale (amends Chapter 5.6)
a. Slope:
The channel slope shall be at least 1% and no greater than
5%. Slopes of 2% to 4% provide the best performance.
ii When slopes less than 2% are used, an underdrain is
required.
A) A 6-inch-diameter perforated pipe shall be installed
in a trench lined with filter fabric and filled with
5/8-inch minus round rocks.
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.
56
b, Geometry:
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:
The maximum flow velocity through the swale under peak
100-year flow conditions shall not exceed 3 feet/second.
d. Level Spreader:
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:
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 through the TAPE process for
pretreatment and have a general use level designation.
VII. Offsite Treatment Facilities
a. Onsite treatment is considered paramount by the CK MS4 permit.
Onsite treatment options shall be exhausted prior to evaluating
offsite treatment.
b. Approval for offsite treatment will not be granted when based
solely on the difficulty or cost of implementation of onsite
treatment methods.
57
c_ Offsite 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. Offsite 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.
7.1.5 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.
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.
58
b. Rational Method:
i See MDT Hydrology Manual, Chapter 7.
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
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:
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
1.4
2.0
2.4
2.8
3.0
Depth (inches)
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.
59
7.1.5E
Outflow Control Structures'
I. Requirements:
a_ Shall be in a manhole or catch basin.
b, Shall have a restrictor devices 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.
Lids shall be locking and the rim elevation shall match finished
grade.
II. Types of Flow Control
a_ Multiple Orifice Restrictors
Minimum Orifice size shall be 3 inches.
ii Shall be constructed on an bafflez or on a tee3 section
b. Risers and Weir4 Restrictor
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 DRA 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
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III. Flow Control Calculations
a, Provide equations, references, coefficients, and assumptions used.
b. Provide calculations or spreadsheet/table at applicable
depths.Table 4 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
0)
Sharp Crested V-notch weirl
Q = C (tan Hz
0.60
Broad Crested Suppressed
3
0.33
Rectan ular Weir
Q = CLHz
Rectangular Sharp Crested Weirs:
3
H
Contracted:
Q = C(L — 0.2H)Hz
3.27 + 0.40 Y
Suppressed
Q= CLHz
Sharp Crested Cipoletti
3
3.367
(Trapezoidal) 1:4 Side Slopes
Q = CLHz
1r2 3 8 5ll
Broad Crested Trapezoidal Weir
Q = C(2g)z L3 LH7 + 15 (tan B)H'f
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 Ecology; or
b. Provide hydraulics reference and calculations.
1 The weir inverts should be set above the pond bottom a height of at least twice the maximum head.
Q = flow (cfs); C = coefficient of discharge; A = area of orifice (square feet); H = hydraulic head (feet); g = gravity
(32.2 feet/second2); 6 = angle of side slopes (degrees); Y = storage depth (feet); L = weir length or opening
(feet)
2
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ure s/Volume%20III/2014%20Figure%20III-3-2-16.pdf
61
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 WQv. 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 upslope and >_ 20 feet downslope from building
foundation.
ii >_ 50 feet from top of slopes steeper than 15%, or as
determined by a licensed geotechnical engineer.
iii >_ 200 feet from springs used for drinking water supply.
iv >_ 100 feet from septic drain fields.
v >_ 100 feet from water supply wells.
vi >_ 20 feet from easements, external tracts, or property lines.
vii Outside of the floodplain 10-year High Water Line.
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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II. Infiltration Criteria
a. Short-term rate:
Use methods described in Section 7.1.3E.III.
ii Shall be greater than 0.5 inches per hour and less than 20
inches per hour.
b. Long-term rate:
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 S.
Table 5 - Maximum Infiltration Rates for Soil Tvnes
Soil Texture Class
Maximum Infiltration Rate (in/hr)
Coarse Sand, Cobbles
20
Medium Sand
8
Fine Sand, Loamy Sand
2.4
Sandy Loam
1
C. Drawdown time:
i Shall drain dry within 72 hours after the 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 72
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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V. Facility volume
a, The size of the infiltration facility can be determined by routing
methods outlined in Section 7.1.2B.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
b. Access
Shall be designed to withstand HS-20 loading when
installed.
The maximum depth from finished grade to invert shall be
10 feet.
ii To facilitate cleaning:
A) A minimum 3 foot access port shall be placed at the
inlet of the facility and as otherwise required for
proper maintenance.
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.
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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.
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.
c, Joints and connections shall be water tight, 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.
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VI. Access
a, The maximum depth from finished grade to invert shall be 10 feet.
b. To facilitate cleaning:
A minimum 3-foot access port shall be placed at the inlet
and outlet of the facility and as otherwise required for
proper maintenance.
A) Access ports shall have a minimum 2 foot sump.
ii Flushing ports shall be placed at the beginning of all pipe
runs.
iii Access and flushing ports shall have solid locking lids and
be readily accessible by maintenance vehicles.
H. Additional requirements for all facilities:
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. 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 7.1.9A 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
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. 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.
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.
67
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).
£ 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.
Q 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.
m
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 stomwater 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.
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.
70
b, Wetlands
A wetland analysis is required for all new development and
redevelopment. A wetland checklist( Appendix A -
Checklist for Identifying Wetlands), is required to be
completed and submitted with the drainage report. The
Wetland checklist helps to identify if wetland resources
may be present and further wetland assessment is
required. If you check "yes" for any wetland indicators on
the checklist, a Wetland Assessment outlined in the
Kalispell Stormwater Quality Management Plan is required.
The assessment must be performed by a wetland
professional trained and familiar with the current US Army
Corps of Engineers Regional Supplements for Wetland
Delineations and the most recent Army Corps of Engineers
guidance for Jurisdictional Determinations.
ii Protection strategies have been developed to protect
wetlands from changes to their hydrology, plant diversity,
function and water quality. An on -site wetland assessment
is required to determine the stormwater management
classification for each wetland. Refer to Stormwater
Quality Management Plan Chapter 3.4 for the procedure.
The Stormwater Quality Management Plan can be obtained
from the PWD.
iii The protection standards and classifications acknowledge
that wetlands demonstrate varying susceptibility to
stormwater impacts. The standards for the closest
downstream wetland will apply. Unless the wetland
discharges into a lake, flow control standards shall apply to
discharges leaving the overall site.
Closed Depressions
Closed depressions are natural low areas that hold a fixed
volume of surface water. Depending upon soil characteristics,
a closed depression may or may not accumulate surface water
during wet periods of the year. Some closed depressions
may be classified as wetlands. If so, the engineer shall
comply with the wetland criteria specified in this section.
Analysis of closed depressions shall include the following at
a minimum:
A} Identification of the location of the closed
depression on the pre -developed basin map.
71
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
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 adopted the 2008 Stormwater Facility Plan
Update with proposed locations for regional stormwater
facilities and mapped natural drainage areas within the
study area. The updated 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.
72
7.1.6 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) Channelshape
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
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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 condtions for off -site
tributary areas.
B) Minimum Slope:
I) 1.0% for asphalt
II) 0.5% for concrete, graded earth, or close -
cropped grass
C) Location:
I) Shall not be within or between residential
lots smaller than 1 acre in size.
II) Shall be within a drainage parcel.
D) Minimum Depth shall be 1.3 times the flow depth or
1 foot, whichever is greater.
E) Maximum Velocity:
I) Shall not exceed velocities for "Clear Water"
listed in Table 8-3 of Threshold Channel
Designl by the MRCS.
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) Sizing shall utilize Manning's Formula
1 hops://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17784.wba
74
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
Apron Dimensions: The length of an apron (La) is determined
using the following empirical relationships that were
developed for the U.S. Environmental Protection Agency
(ASCE, 1992):
Equation 2
La = i.sQ + (7 * Do); f or TW <
DO-T
or
Equation 3
La = 3Q + (7 * Do); f or TW > Do
D°z
Where:
La =
length of apron (feet)
Do =
maximum inside culvert width (feet);
Q =
pipe discharge (cfs); and,
TW =
tailwater depth (feet).
A) When there is no well-defined channel downstream
of the apron, the width, W, of the apron outlet as
shown in Figure 1, shall be calculated using
Equation 4 or Equation S.
75
B) When there is a well-defined channel downstream of
the apron, the bottom width of the apron should be
at least equal to the bottom width of the channel and
the lining should extend at least 1 foot above the
tailwater elevation. The width of the apron at a
culvert outlet should be at least 3 times the culvert
width.
L.
Figure 1 - Riprap Revetment at Outfall Schematic
Equation 4 W = 3 * Do + (0.4 * La); f or TW > °°
or
Equation 5 W = 3 * Do + La; f or TW < °°
vi Apron Materials:
A) The median stone diameter, Dso is determined from
the following equation:
4
Equation 6 D51) _
o,az,Qa
D,)trw
Where:
DS0 = the diameter of rock, for which 50% of the particles
are finer.
76
B) The riprap should be reasonably well graded, within
the following gradation parameters:
Equation 6 1. 25 < °"lax < 1. 50 and °1' = 0. 5 and Dm n < 0. 25
DSO Aso DSO
Where:
Dmax = the maximum particle size;
Dmin = the minimum particle size; and,
Dis = the diameter of rock, for which 15% of the
particles are finer.
Q Minimum Thickness: The minimum thickness of the
riprap layer shall be 12 inches, Dmax or 1.5*Dso,
whichever is greater.
D) Filter Blanket: A filter fabric blanket shall be placed
under the riprap.
B. Preservation of Natural Drainage Ways (NDW)
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
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.
77
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;
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:
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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.
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
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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.
g. Outfalls shall conform to all federal, state, and local regulations.
Erosion control shall be provided at outfalls. See section 7.1.6D.II.g
for more information.
0
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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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 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.
82
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.
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 Reauirements
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.
1 https://www.fhwa.dot.gov/engineering-/hydraulics/pubs/10009/10009.pdf
83
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.
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.
1 hops://www.thwa.dot.gov/enginceringjhydraulics/pubs/10009/10009.pdf
84
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.
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.
7.1.7 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 (NOI1)
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.
1 http://www.kalispell.com/stonnwater_management/documents/Ordinancel600-StormwaterRegulations.pdf
2 hilp://deg.mt.gov/Portals/112/Water/WOInfo/Documents/WPBForms/pdf/SWC%20SWPPP%202.1.pdf
3 http://deg.mt.gov/Portals/112/Water/WOInfo/Documents/WPBForms/pdf/SWC NOLpdf
4 http://deg.mt.gov/Portals/I 12/Water/WPB/MPDES/General%20Permits/MTR100000PER.pdf
85
h. At completion, submit a Notice of Termination (NOV)
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 16002
F. Construction Best Management Practices (BMPs)
I. Refer to:
a. Erosion and Sediment Control BMP Manual (January 2015) - MDT3
b. Storm Water Management During Construction Field Guide for
BMPs - MDE04
7.1.8 BR-7 Operation and Maintenance (0&M)
A. Responsibilities:
I. Stormwater structures and conveyance within the CK right-of-way shall
be maintained by the CK.
1 http://deg.mt.gov/Portals/112/Water/WOInfo/Documents/WPBForms/pdf/NOT.pdf
2 hitp://www.kalispell.com/stonnwater_management/documents/Ordinance 1600-StonnwaterRegulations.pdf
3 https://www.mdt.mt.gov/publications/docs/manuals/envibmp-manual-janl5.PDF
4 https://deg.mt.gov/Portals/112/Water/WPB/MPDES/pdfs/montfieldguide,revised4-4-14.pdf
m
II. The project owner (property owner) shall provide for the perpetual
maintenance of all stormwater elements located outside of the right-of-
way.
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 0&M Manual
III. HOAs and POAs are to be non-profit. A standard business license is not
acceptable for this purpose.
C. 0&M Manual
Requirements:
a, An 0&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
87
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 Agreement
I. Requirements:
a, A signed copy of the Maintenance Agreement shall be submitted as
part of the Drainage Submittal (see Appendix H3 - Example
Maintenance Agreement).
b. The agreement shall be recorded in the office of the Clerk and
Recorder for Flathead County, Montana.
E. Financial Plan
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' 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 http://leg.mt.gov/bills/mca/7/12/7-12-4102.htm
m
G. Maintenance Access Requirements
I. Private Access
a. Required when the stormwater facilities/structures are located 8
feet or more from an all-weather drivable surface.
b. Horizontal alignment shall accommodate a Single -Unit Truck.'
C. 12 foot wide, all-weather drivable surface:
i Concrete;
ii Asphalt;
iii Gravel;
iv Reinforced turf (Grasspave 2 by invisible structures, or
approved equal).
II. CK Access
a, Recommended for all accesses, but required for CK maintained
facilities.
b. Provide all items in section I above, and
c, Turn around required when:
i Road is longer than 150 feet.
ii Long, winding, or steep conditions where backing would be
difficult.
7.1.9 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.
1 AASHTO Geometric Design of Highways and Streets
m
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.
Minimum width of 20 feet.
b. Storm drain shall be centered in the 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.
a
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. CONSTRUCTION STANDARDS
7.2.1 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 Provisionz 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.
7.2.2 Offsets
A. Storm mains and appurtenances shall maintain horizontal and vertical
offsets as required in MDEQ Circular 23.
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.
7.2.3 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 D 2 3 2 1
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?ItemlD=1
2 http://kalispell.com/public_works/documents/02720-StormDrainSystems.docx
3 http://deg.mt.gov/Portals/I 12/Water/WOInfo/Documents/Circulars/Circulars/DE02_Final _2016.pdf
91
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 inlcude 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.
7.2.4 Structures
A. Shall be as shown in Standard Details.
B. Open grates shall only be used in paved areas.
7.2.5 Pipe Bedding
A. Shall be placed in accordance with CK detail G.I.
B. Shall be haunched under pipe with shovel.
C. Shall be a clean sand meeting USCS classification SW, or a Class 1 material as
defined in ASTM D 2321 with a max particle size of 3/4-inch and meeting the
migration requirements of the same standard (Section X.1.8).
92
Chapter 8 Transportation System
8.1. DESIGN STANDARDS
8.1.1 General
A. Roadway systems, including private roadways, shall be designed in
accordance with the current edition of the Standards (this document), the
current Manual on Uniform Traffic Control Devices', and the CK Subdivision
Regulationsz. 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.
8.1.2 Traffic Impact Study (TIS).
A. Required for developments contributing 300 or more vehicle trips per day to
the CK street system per the City Engineer's analysis of the ITE Trip
Generation Manual.
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.
D. Complete in accordance with MDT requirements and nationally accepted
standards.
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.
1 https://mutcd.thwa.dot.gov/pdfs/2009rlr2/mutcd2009rlr2edition.pdf
2 hilp://www.kalispell.com/plaming/documents/SubRegsCompletel2-19-11_005.pdf
93
Vill. The projection and assignment of future traffic volumes.
IX. Identify all negative impacts associated with the proposed development
including LOS impacts.
X. Thoroughly detail a mitigation plan for the negative impacts based on
nationally accepted standards and resources.
XI. Recommendations for off -site improvements to the primary access and
related transportation facilities and infrastructure which are directly
attributable to the development.
XII. Account for other forms of transportation, including bicycle and
pedestrian.
F. Study limits shall be determined by City Engineer.
8.1.3 Intersections
A. Design in accordance with the current version of AASHTO A Policy on
Geometric Design of Highways and Streets (AKA AASHTO Green Book).
5. 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 measure 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.
8.1.4 Dead-end Streets
A. Dead-end streets shall meet the requirements of Section 28.3.14 of the
Subdivision Regulations'.
B. Cul-de-sacs shall include a minimum 6-foot boulevard and 5-foot sidewalk.
C. Temporary dead-end streets shall be approved by the Fire Chief and City
Engineer.
1 http://www.kalispell.com/plamin�-/documents/SubRejzsCompletel2-19-11_005.pdf
94
8.1.5 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.
8.1.6 Collector and Arterial Streets
A. Location shall comply with the Kalispell Growth Policy', the current Area
Transportation Planz, 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.
Table 7 - Road Design Standards for Local Subdivision Streets
DESIGN STANDARDS
ARTERIAL
COLLECTOR
LOCAL
Minimum Right -of -Way
80 ft
60 ft.
60 ft
Pavement Width
As approved by City Engineer
34 ft.[']
28 ft.[']
Maximum Grade
8%
8%
8%
Design Speed
As approved by City Engineer
35 mph
25 mph
Crest minimum k-value
Based on Design Speed (DS)
Based on DS
12
Sag minimum k-value
Based on DS
Based on DS
26
Crest Vertical Curve Length
Based on DS
Based on DS
75 ft (min)
Sag Vertical Curve Length
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�41
600 ft
8.1.7 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.
1 http://www.kalispell.cop /plaming/documents/FinalGrowthPolicyPlan-It2035.pdf
2 http://www.kalispell.cop /plaming/documents/CoMpleteTransportationPlan2006.pdf
3 On street parking governed by City of Kalispell Subdivision Regulations.
4 Measured from the centerline of the intersection to the center point of the cul-de-sac.
95
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.
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.
8.1.8 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.
8.1.9 Boulevard/Open Space:
A. Boulevard/open space shall be landscaped in accordance with the CK Street
Tree Ordinance' with a plan approved by the Kalispell Parks and Recreation
Department (758-7718).
8.1.10 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.
1 http://www.kalispell.com/parks_and_recreation/documents/ordinancescombined.PDF
97
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 is 3 inches of asphalt on 8 inches of
3/4 inch minus crushed rock base compacted to 95% max dry density.
H. Landings and ramps shall be constructed of concrete meeting sidewalk
standards.
8.1.11 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.
8.1.12 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.
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.
8.1.13 Placement of Utilities:
A. See Section 4.1.2.
B. All applicable laws, rules and regulations of appropriate regulatory authority
having jurisdiction over utilities shall be observed.
8.1.14 Street Lighting
A. General:
m
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:
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. Streets
a_ Street lights shall be in accordance with the following tables and
text.
Table 8 - FEC's Standards
Classification
Fixture Type and pole
Lamp
wattage
and Type
Spacing
FEC's standard full cut-off LED cobra head w/Type
Local
II distribution for 60-foot right-of-ways or Type III
CommerciaPI
distribution for larger right-of-ways on a 30 foot pole,
80W LED
200 ft
mounted to FEC
Standard concrete pole bases.
FEC's standard full cut-off LED cobra head w/Type
Local
II distribution for 60-foot right-of-ways or Type III
Residential
distribution for larger right-of-ways on a 30 foot pole,
40W LED
250 ft
mounted to FEC
Standard concrete pole bases.
a. Light placement can vary from table spacing by a maximum of
15% with approval from the PWD.
b. All streets shall be illuminated from both sides of the street.
1 Commercial as designated by the City of Kalispell.
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.
c_ If the road has sharp bends, lighting design must meet the average
illuminance and illuminance uniformity criteria established in
Table 9.
d. 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 9.
e. Exceptions allowed if approved by the PWD.
Table 9 - Owner Metered/Maintained
Average
Illuminance
Pole
Max lamp
Classification
IlluminanceM
Uniformity[21
Height
Wattage/type
(foot candles)
Ave/Min
(ft)
Local Commercial
0.6
6/1
20-30
80W / LED
Local Residential
0.3
6/1
15-30
40W / LED
III. 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.
C. Submittals:
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 9, 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.
1 Value to be measured on the sidewalk.
2 Value to be measured on the sidewalk.
100
8.1.15 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.
8.2. CONSTRUCTION STANDARDS
8.2.1 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.
8.2.2 Materials:
A. Asphalt:
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:
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:
The crushed base for streets shall be 3/4" minus crushed stone in
accordance with MPWSS Section 02235 and shall meet all requirements
of said section.
1
hops://mo ntanacontractorsmtassoc.wliinc24. com/external/wcpages/wcecomtnerce/eComlteniDetailsPage. aspx?Item
ID=1
101
Glossary of Acronyms and Terms
TERM DEFINITION
AASHTO American Association of State Highway and Transportation Officials
APWA American Public Works Association
ARC Antecedent Runoff Condition
ASTM American Society for Testing and Materials
BMP Best Management Practice
BMP Design Manual Montana Post -Construction Storm Water BMP Design Guidance Manual
CC&R Conditions, Covenants, and Restrictions
cfs Cubic Feet per Second
CI Cast Iron
CMP Corrugated Metal Pipe
CN Curve Number
CK City of Kalispell
DEQ Department of Environmental Quality
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
HOA Homeowner's Association
IBC International Building Code
IDF Intensity Duration Frequency
ITE Institute of Transportation Engineers
102
TERM
DEFINITION
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
NAVD 88
North American Vertical Datum 1988
NDW
Natural Drainage Way
NOAA
National Oceanic and Atmospheric Administration
NPDES
National Pollution Discharge Elimination System
NRCS
Natural Resources Conservation Service
O&M
Operation and Maintenance
OSHA
Occupational Safety and Health Administration
POA
Property Owner's Association
Pollutant Generating
Any surface where pollutants can be generated including, but not limited to
Surface
roofs, landscape areas, driving surfaces, and parking areas.
Professional Engineer
Montana Licensed Professional Engineer (AKA PE, MT PE, or Engineer)
PTOE
Professional Traffic Operations Engineer
PVC
Polyvinyl Chloride
PWD
Public Works Department
RCP
Reinforced Concrete Pipe
Rebar
Reinforcing Bar
SCS
Soil Conservation Service
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
103
TERM DEFINITION
VCP Vitrified Clay Pipe
WSDOT Washington State Department of Transportation
104
Appendix A - Checklist for Identifying Wetlands
Checklist for Identifying Wetlands
Site Data Mr
Subdivision/Parcel:
Completed by:
Evaluation date: Site visit date:
Location: Township Range Section (114114)
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
El El Service
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.govinwi/).
2. Does an aerial photo of the parcel or any adjacent parcels show surface
El El Geological
Refer to current aerial photo of property and othermaps including U.S.
Geological Survey topographic maps and digital hydrography layers
(http://nhd. usgs. c ovjl .
❑ ❑ 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 othermaps
including U.S. Geological Survey topographic maps and digital hydrography layers
(http://nhd. usgs.govl).
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
El❑ adjacent parcel? Refer to groundwater data sets available from County Environmental
Health Departments.
105
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, fencelines, 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?
106
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 abilityto 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.
107
Appendix C - BMP T5.100 API (Baffle Type) Separator Bay'
Design Criteria
The design criteria for small drainages are based on the design velocity,
oil rise rate, residence time, width, depth, and length considerations. As a
correction factor, the American Petroleum Institute (API) turbulence
criterion is applied to increase the length.
Ecology is modifying the API criterion for treating stormwater runoff
from small drainage areas (fueling stations, commercial parking lots, etc.)
by using the design hydraulic horizontal velocity, Vn, for the design VtX
ratio rather than the API minimum of VhN, = 15. The API criterion
appears applicable for greater than two acres of impervious drainage area.
Performance verification of this design basis must be obtained during at
least one wet season using the test protocol referenced in Section 5.12 for
new technologies.
The following is the sizing procedure using the modified API criterion. -
Determine the oil rise rate, Vt, in ern/sec, using Stoke's Law (Water
Pollution Control Federation, 1985), or empirical determination, or
0.033 ft./min for 60°F oil. The application of Stoke's Law to site -based
oil droplet sizes and densities, or empirical rise rate determinations
recognizes the need to consider actual site conditions. In those cases
the design basis would not be the 60 micron droplet size and the 0.033
Wmin. rise rate_
Stoke's Law equation for rise rate, V, (crnlsec):
V,=g(6x-Uo)IY 118TIw)
Where: g = gravitational constant (981 cmisec2)
D = diameter of the oil particle in cm
Use oil particle size diameter D-60 microns (0.006 cm)
a* =0.999 gm/cc. at 327
ao: Select conservatively high oil density, for example:
if diesel oil @ u.,,= 0.85 gm/cc and motor oils = 0.90 can be
present, then use <Tv = 0.90 grnlcc
tlw = 0,017921 poise, gmlcm-sec at Tw= 32°F
(See API Publication 421, February, 1990)
* Use the following separator dimension criteria:
Separator water depth d = between 3 and 8 feet to rninimize turbulence
(API, 1990; US Army Corps of Engineers, 1994)
Separator width w = between 6 and 20 feet (WEF & ASCE, 1998;
King County Surface Water Management, 1998)
1 Source Section 5.10.7 of the Stormwater Management Manual for Eastern Washington.
108
Depth to width ratio d1w = between 0.3 and 0.5 (API, 1990)
For stormwater Inflow from drainages less than 2 acres:
Determine Vt and select depth and width of the separator section based
on above criteria.
Calculate the minimum residence time (6) of the separator at depth
(d);
t,,, = dlVt
• Calculate the horizontal velocity of the bulk fluid, Vt,, vertical cross -
sectional area. A,,, and actual design Vb V, (American Petroleum
Institute, 1990, US Army Corps of Engineers, 1994).
Vh = Q/dw = lA,,
(Vh maximurn at < 10 ftlmin; American Petroleum Institute, 1990)
= 2,15 times the water quality design flow rate in fv/min, at
minitnum residence time, tR,
At VhfVj determine F, turbulence and short-circuiting factor (Appendix
V-D of the SWM WW) API F factors range from 1.28-1,74,
(American Petroleum Institute, 1990)
• Calculate the minimum length of the separator section, 1(s), using:
l(s) = FQt dwd = F(VI N jd
l(t) = IJ) + l(s) A(a)
l(t) =1(t)/3 + 1(s) + L(t 4
Where:
l(t) = total length of 3 bays
l(f) = length of forebay
l(a) = length of afterbay
• Calculate V = l(s)wd = F(tm, and Ah = wl(s)
V = minimum hydraulic design volume
An = minimurn horizontal area of the separator
109
ADDendix 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 treanch (Option E)
Options A through C and E can be used for spreading flows that are concentrated. Anyone 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 sum ps.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.
110
Through -curb ports (Option D)
Unconcentrated flows from paved areas entering continuous inflow biofiltration swales can use curb ports
to allow flows to enter the swale. Curb ports use fabricated openings that allow concrete curbing to be
poured or extruded while still providing an opening through the curb to admit water to the WQfacility.
Openings in the curb shall be at regular intervals but at least every 6 feet (minimum). The width of each
curb port opening shall be a minimum of 11 inches. Approximately 15 percent or more of the curb section
length should be in open ports, and no port should discharge more than about 10 percent of the flow.
Level Spreader Trench -pea gravel (Option E)
The trench shall be a 2' by 2' trench filled with pea gravel.
Flow Spreader Option A: Anchored Plate
v-notched orieval
plate gprea4*r
anchor poSt6
spaced 6' O.C.
,or at eaCh 8nd
if width t 6'
2' min.
Aleame,tlue Design
Catch basin recommended for
higher flow sitµapons (Wnemily
for inflow velocities of 5 fps or
greater for 100 year storm).
protection at outfalls
EXtend into slope to preteof
trom the 100 year How or
the highest flaw entering
water qualky facil ny.
edge of sand
Wrap
pond side slope
PLAN VIEW
NTS
rack rip rap
gravel layer
(min,)L2 min existing grade
lm�t level spreader plate bolted to anchor post
2- (min) ernbedded into exiSling ground
SECTION A -A
NT§
111
FLOW SLUR FADER OPTION 6: CONCRETE SUMP BOX
Example of a concrete sump flow
spreader used with a bipfiltration swale
(may be used with otter WQ facitities).
Concrete Sump
ouYfedf riprap pad ,Al(
inlet pips
LL
Cf
Rock protection at outfall
Note: Extend sides into slope- Heigh[ of
side Waal iand wing walls must be sufficient
to handle the 100-year flow or the highest
flow enlering the facility.
side with wing walls
see note
Swale bottom
wing wall
r
.B
PLACE VIEW
NTS
mnq wall Outline
2' miry. Clearance
cononale sump
(4' wall ihickness)
SECTION A-Ak
NTS
SECTION B-8
INTS
A
112
iniluw
FLOW SPREADER OPTION C: NOTCHED CURB SPREADER
PLAN VIEW
NT
FRONT VIEW A -A
NT -
SECTION B reinlome as necessary
NTS
MMV SPREADER OPTION D: THROUGH -CURB PORT
reinlorced concrete curb 6 0.0
irr
�6
bass lilter drip
UM PORT
NT
113
PLAN MEW
U95 OUT
RIPAAR INFLOW
(16- DEPTH, CLASS 1)
VYiP-rr�
BK)RLTER--\ 1
LEVEL SPREADER
TRENCH (PEA GRAVEL)
PROP] LE VIEW
CURB CU7
F ..: F4IPRAP INFLOW
' (18' DEPTH. CLASS 1)
*:.
ti.. wil�rH ICEILTER
LEVEL SMFACM -
TRENCH PEA GRAVED
DETAIL. TYPICAL PEA GRAVEL
LEVEL SPREADER Krrs
114
Appendix E - Filter Strips Used for Pre -Treatment
Bioretention areas may utilize a filter strip as a pre-treatment measure. The required length of the filter
strip depends on the drainage area, imperviousness, and the filter strip slope. The table below provides
sizing guidance for using filter strips for pre-treatment.
Sizing of Filter Strips for Pre-treatment
(Source: Adapted from Georgia Stormwater Management Manual)
Parameter
Impervious AreasM
Pervious Areas (Lawns, etc)�'l
Maximum
inflow approach
length
35
75
75
100
(feet)
Filter strip slope
(max = 5%)
< 2%
> 2%
< 2%
> 2%
< 2%
> 2%
< 2%
> 2%
Filter strip
minimum length
10
15
20
25
10
12
15
18
(feet)�'l
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
115
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
< 2%
> 2%
< 2%
> 2%
< 2%
> 2%
(max = 4%)
Grass channel min.
length (feet)
25
40
30
45
35
50
assumes 2-ft bottom width
116
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
117
Planting Guidelines for:
Infiltration facilities, Detention facilities, Swales, and Ditches
Common & Species Name
% of Mix
Component
Perinnial 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
118
Emergent Wetland Plant Species Recommend for Wetponds
Upland Sites
Agropyron riparian
Elymus trachycaulus
Elymus lanceolatus
Festuca idahoensis
Moist to Wet Sites
Elymus glaucus
Elymus trachycaulus
Leymus triticoides
Pascopyrum smithii
Emergent Species
(inundated but dry out)
Carex utriculata/rostrata
Carex nebrascensis
Carex lanuginosa
Eleocharis palustris
Juncus balticus
Juncus tenuis
Scirpus actus
Inundated locations
Bechmania syzigachne
Carex aquatilis
Carex utriculata/rostrata
Eleocharis palustris
Glyceria striata
Juncus ensifolius
Juncus mertensiana
Juncus tenuis
Sagittaria latifolia
Scirpus microcarpus
Scirpus americanus
Scirpus acutus
Typha latifolia
Common Name
streambank wheatgrass
slender wheatgrass
thickspike wheatgrass
Idaho fescue
Common Name
blue wildrye
slender wheatgrass
creeping /beardless
wildrye
western wheatgrass
Common Name
beaked sedge
nebraska sedge
wooly sedge
creeping spiked rush
baltic rush
slender rush
hard stemmed rush
Common Name
western slough grass
water sedge
beaked sedge
creeping spiked rush
fowl mannagrass
3 stamen/dagger leaf rush
Merten's rush
slender rush
arrowhead
small fruited bulrush
olney's bulrush
hardstem bulrush
cattail
Pounds PLS per Acre
(pure stand)
5
6
6
3
a
by
weight
30
20
30
20
30
20
30
20
119
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 Societ
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
120
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,,) = 0.02feet/foot
• Longitudinal slope (SL) = 0.01 feet/ft
• Manning's friction coefficient, n = 0.016
• Road width (RW) = 30 feet
CALCULATIONS
1. Calculate the spread (T) for half of the roadway.
0.375 0.3�5
T
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.
121
Appendix G2 - Example Calculation - Grate Inlet CapacitX
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 (S,) = 0.02 feet/foot
• Longitudinal slope (SL) = 0.03 feet/foot
• Manning's friction coefficient, n = 0.016
• Road width (RW) = 30 feet
CALCULATIONS
T
5�
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.
0375 % 0?' 4
+` o n {2.5X0.016)
_ = 8,31feet
%0.56 Y.,,6, .s } 0.56 (0.02�1���0,03)"5 f
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'
122
8 &
-( 3 =. .1-1.0 3=1.7.cfs
sg = (T) 8.31
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:
—aP .5-1.7
1= —=4.6lftls < 5 feec/seconcl OIi"Ix
.
( d —0. (G (r — 1. 8.31)(0.02)—0.5(1.0 X( 02�
The analysis is then repeated with the next inlet. The bypass flow (QBp) from the previous inlet shall be
added to the flow from the contributing basin to determine the total flow (Q) to the inlet at the station
being analyzed.
123
Appendix H1 - Facility Maintenance Recommendations
The following are operation and maintenance tasks for Treatment BMPs and Flood Control Facilities
and should be used to create the required Operation and Maintenance Manual. Maintenance of
facilities is driven by annual inspections that evaluate the condition and performance of the
stormwater facilities. Based on inspection results, specific maintenance tasks will be triggered. An
annual maintenance inspection form for facilities can be accessed at CWP website:
//www.cwp.org/Resource_Library/Center_Docs/SW/pcguidance/Tool6.pdf. A more detailed
maintenance inspection form is also available from Appendix B of CWP (2004) and from the City of
Kalispell Public Works Department.
WET POND MAINTENANCE
First -Year Maintenance Operations
Successful establishment of wet ponds requires that certain tasks be undertaken in the first year.
• Initial inspections: For the first six months following construction, the site should be inspected at
least twice after storm events that exceed a 1/2 inch.
• Planting of Benches: The aquatic benches should be planted with emergent wetland species.
• Spot Reseeding: Inspectors should look for bare or eroding areas in the contributing drainage
area or around the pond buffer, and make sure they are immediately stabilized with grass cover.
• Watering: Trees planted in the pond buffer need watering during the first growing season, In
general, consider watering every three days for first month, and then weekly during first year
(Apr —Oct), depending on rainfall
Inspections and Routine Maintenance Tasks
Maintenance of wet ponds is driven by annual inspections that evaluate the condition and performance
of the facility (see Table below).
Suggested Annual Maintenance Inspection Points for Wet Ponds
Activity
Measure sediment accumulation levels in forebay.
Monitor the growth of wetland plant, tree and shrubs planted. Record species and approximate
coverage, and note presence of any invasive plant species.
Inspect the condition of stormwater inlets to the pond for material damage, erosion or undercutting.
Inspect upstream and downstream banks for evidence of sloughing, animal burrows, boggy areas,
woody growth or gully erosion that may undermine embankment integrity.
Inspect the pond outfall channel for erosion, undercutting, rip -rap displacement, woody growth, etc.
Inspect condition of principal spillway and riser for evidence of spalling, joint failure, leakage,
corrosion, etc.
Inspect condition of all trash racks, reverse sloped pipes or flashboard risers for evidence of clogging,
leakage, debris accumulation, etc.
Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves,
manholes or locks can be opened and operated.
Inspect internal and external pond side slopes for evidence of sparse vegetative cover, erosion or
slumping, and repaired immediately.
Note: For a more detailed maintenance inspection checklist, see Appendix B in CWP (2004) Stormwater
Pond and Wetland Maintenance Guidebook.
124
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
One time - After First Year
aquatic benches.
•
Mowing — twice a year.
Quarterly or After Major Storms
•
Remove debris and blockages.
(>1 inch)
•
Repair undercut, eroded, and bare soil areas.
•
Shoreline cleanups to remove trash, debris and
floatables.
Annual
•
Full maintenance inspection.
•
Open up riser to access valves.
•
Repair broken mechanical components if needed.
•
Forebay Sediment Removal.
5-7 years
•
Repair pipes, riser and spillway where needed.
5-25 years
125
INFILTRATION MAINTENANCE
Maintenance Inspections
Annual site inspections are critical to the performance and longevity of infiltration practices, particularly
for small-scale and conventional infiltration practices. Maintenance of infiltration practices is driven by
annual inspections that evaluate the condition and performance of the practice (see Table below).
Ongoing Maintenance
Effective long-term operation of infiltration practices requires a dedicated and routine maintenance
inspection schedule with clear guidelines and schedules, as shown in the Table below. Where possible,
facility maintenance should be integrated into routine landscaping maintenance tasks.
Suggested Annual Maintenance Inspection Points for Infiltration
Activity
The drawdown rate should be measured at the observation well for three days following a storm
event in excess of 0.5 inch in depth. If standing water is still observed in the well after three days, this
is a clear sign that that clogging is a problem.
Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and
structural damage. Note if any sediment needs to be removed.
Inspect the condition of the observation well and make sure it is still capped.
Check that no vegetation forms an overhead canopy that may drop leaf litter, fruits and other
materials that could clog the device.
Evaluate the vegetative quality of the adjacent grass buffer and do spot reseeding if cover is less than
90%.
Generally inspect the upland CDA for any controllable sources of sediment or erosion.
Look for weedy growth on rock surface that might indicate sediment deposition or clogging.
Inspect maintenance access to ensure it is free of woody vegetation and check to see whether valves,
manholes or locks can be opened and operated.
Inspect internal and external infiltration side slopes for evidence of sparse vegetative cover, erosion
or slumping, and repaired immediately.
126
Typical Maintenance Activities for Infiltration Practices
Activity
Schedule
•
Replace pea gravel/topsoil and top surface filter fabric
As needed
(when clogged).
•
Mow grass filter strips as necessary and remove
clippings.
•
Ensure that contributing area, practice and inlets are
Quarterly
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.
•
Check observation wells following 3 days of dry
Semi-annual Inspection
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.
•
Clean out accumulated sediments from the
Annually
pretreatment cell
127
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
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.
128
DRY SWALE MAINTENANCE
Maintenance Inspections
Inspections are used to trigger maintenance operations such as sediment removal, spot revegetation
and inlet stabilization. Several key maintenance inspection points are detailed in the Table below.
Ideally, inspections should be conducted in the spring of each year.
Suggested Spring Maintenance Inspections/Cleanups for Dry Swales
Activity
Add reinforcement planting to maintain 95% turf cover on vegetation density. Reseed any salt killed
vegetation.
Remove any accumulated sand or sediment deposits on the filter bed surface or in pretreatment
cells.
Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and
remove and trash or blockages at weep holes.
Examine filter beds for evidence of braiding, excessive ponding or dead grass.
Check inflow points for clogging and remove any sediment.
Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair.
Look for any bare soil or sediment sources in the contributing drainage area and stabilize.
Routine Maintenance and Operation
Once established, dry swales have minimal maintenance needs outside of the spring clean up, regular
mowing and pruning and management of trees and shrubs. The surface of the filter bed can become
clogged with fine sediment over time, but this can be alleviated through core aeration or deep tilling of
the filter bed. Additional effort may be needed to repair check dams, stabilize inlet point and remove
deposited sediment from pretreatment cells.
BIOSWALE AND GRASS CHANNEL MAINTENANCE
Maintenance Inspections
Annual inspections are used to trigger maintenance operations such as sediment removal, spot
revegetation and inlet stabilization. Several key maintenance inspection points are detailed in the
Table below. Ideally, inspections should be conducted in the spring of each year.
Ongoing Maintenance
Once established, bioswales and grass channels have minimal maintenance needs outside of the
Spring clean up, regular mowing, repair of check dams and other measures to maintain the
hydraulic efficiency of the channel and a dense, healthy grass cover.
Suggested Spring Maintenance Inspections/Cleanups for Grass Channels
Activity
Add reinforcement planting to maintain 90% turf cover. Reseed any salt killed vegetation.
Remove any accumulated sand or sediment deposits behind check dams.
Inspect upstream and downstream of check dams for evidence of undercutting or erosion, and
remove and trash or blockages at weep holes.
Examine channel bottom for evidence of erosion, braiding, excessive ponding or dead grass.
Check inflow points for clogging and remove any sediment.
Inspect side slopes and grass filter strips for evidence of any rill or gully erosion and repair.
Look for any bare soil or sediment sources in the contributing drainage area and stabilize
immediately.
129
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.
130
Suggested Annual Maintenance Activities
Maintenance Tasks
for Bioretention
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.
131
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:
132
Appendix H3 - Example Maintenance Agreement
Responsible Party
List the party that shall be permanently responsible for the maintenance of structural or non-structural
measures required by the Operation Manual. (e.g. owner, governmental agency, or other legal
established entity)
Designated personnel for inspection and maintenance:
Name:
Address:
Contact Phone:
Property Description
List legal description of property:
Cell:
Operation and Maintenance
Has the Operation and Maintenance Manual been created? ❑ Yes ❑ No
Responsible Party shall ensure the continued performance of the maintenance obligation in accordance
with the Operation and Maintenance Manual.
Failure to Maintain Stormwater Systems
If the required maintenance and repairs are not being performed and inhibit the intended function of
the stormwater system the City may hire a contractor to perform the required maintenance and bill the
HOA, POA, or responsible property owner.
In the event 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
incorporating all the lots within a development. The taxes levied within the maintenance district shall
be determined by the Public Works Department with approval by the Kalispell City Council.
By signing the Maintenance Agreement the Responsible Party shall assume full responsibility for the
maintenance of the stormwater system.
X
Signature of Responsible Party
Date
133
Appendix I - Example Ownership Transfer Letter
City of Kalispell
P. O. 1997
Kalispell, MT 59901
Re: Name of project/building/subdivision
(1)(We), the undersigned property owner(s), do hereby certify that (1)(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)
134
Standard Details - General
4" ASPHALT
..... . .. . .... ... .... .•` ,'.=T` B" CRUSHED GRAVEL BASE,
N
} ,
SUB -BASE
12"
DETECTABLE WARNING TAPE, MIN. 3"
MIN 3" MINUS CRUSHED
IN WIDTH, APWA COLORS
SUBBASE
MPWSS SECTION 02234
SLOPING, BENCHING, SHORING OR
PARAGRAPH 2.3 & 2.4
SUPPORT SYSTEMS IN THIS AREA
TO CONFORM TO C.S.H.A, REGULATIONS
2,
BEDDING, LAUNCHING &
12 GAUGE HDPE OR HMWPE INSULATED
I
INITIAL BACKFILL
SOLID CORE COPPER TONING WIRE,
33
TAPE TO TOP OF WATER MAIN EVERY
5 FT. JOINTS SHALL BE MADE WITH
MOISTURE DISPLACEMENT CONNECTORS
1.5" TO 3.5 " DIAMETER CRUSHED STONE
TO STABILIZE UNSTABLE FOUNDATION
ALL PIPE BEDDING AND TRENCH BACKFILL
BEDDING, LAUNCHING & INITIAL BACKFILL
SHALL BE COMPACTED TO 95% MAXIMUM DRY
SHALL BE A CLEAN SAND MEETING USCS
DENSITY IN ACCORDANCE WITH AASHTO T-99
CLASSIFICATION SYSTEM SW, OR A CLASS
ALL TRENCH CONSTRUCTION SHALL
MATERIALS AS DEFINED IN ASTM D
CONFORM TO CURRENT OSHA STANDARDS -
2321 WTH A MAXIMUM PARTICLE SIZE
EXCAVATIONS
OF 3/4" AND MEETING MIGRATION
REQUIREMENTS OF THE SAME STANDARD
INSTALL DETECTABLE WARNING TAPE AND TONER
(SEC710N X.1.8)
WIRE ON ALL WATER MAINS AND SEWER FORCE
MAINS PER CITY STANDARDS.
ATYPICAL UTILITY TRENCH SECTION DETAIL
U
TRIVIEW 3 FACE FLEXIBLE MARKER POST
GREEN IN COLOR AND MARKED
SEWER, FOR SEWER, BLUE IN COLOR AND
V 1
MARKED WATER FOR WATER
Z
W v
P
N A A
pW�
G�1 TL
P
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H T�
RE
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/H/��
BEFOREOIGGING
Lrl]
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CALL
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A
R A H E O
BEFORE SAGGING
IN THIS AREA
�
CALL
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N L(hV R L
E
BEFORE DIGGING
IN THIS AREA
CALL EFOREDIGGING IN
LOCATE TRACER WIRE
THIS AREA CALL
INSIDE MARKER POST
AS APPLICABLE
NOTES:
1. TRIVIEW, 3 FACE MARKER POSTS SHALL BE INSTALLED
AT ALL BENDS, VALVES, MANHOLES, AND AT A
SPACING OF EVERY 400 FEET FOR ALL WATER MAINS, SEWER MAINS, FORCEMAINS, AND
STORM MAINS
NOT LOCATED IN PAVED OR GRAVELED AREAS.
2. TRIVIEW, 3 FACE MARKER/TRACING STATIONS SHALL BE USED FOR MAINLINES AT INTERVALS OF EVERY
400 FEET. TRACER WIRE SHALL BE BROUGHT
TO SURFACE INSIDE MARKING POST AT
EACH POST.
TYPICAL UNDERGROUND
MARKER POST
135
SFWFR SERVICE REQUIREMENTS: PROPERTY LINE WATER SERVICE REQUIREMENTS:
1. SERVICE SHALL EXTEND 1 METER PIT AND CURB STOP
PERPENDICULARLY FROM THE SHALL BE CENTERED IN THE
CONNECTION AT THE SEWER BOULEVARD. IF METER PIT IS
MAIN TO THE PROPERTY LINE, PLACED IN A DRIVEWAY, A HS20
2. SERVICE SHALL NOT PASS TRAFFIC RATED RING AND COVER
THROUGH ANY ADJACENT SHALL BE PROVIDED.
PRIVATE PROPERTY, 2. SERVICE SHALL EXTEND
3.ONE SERVICE IS REQUIRED FOR PERPENDICULARLY FROM THE
EACH PARCEL OWNERSHIP. CONNECTION AT THE WATER MAIN
4. SERVICE SHALL CONNECT AT TO THE PROPERTY LINE.
THE MAIN IN THE DIRECTION OF 3. SERVICE SHALL NOT PASS
FLOW. THROUGH ANY ADJACENT PRIVATE
PROPERTY.
CITY RIGHT-OF-WAY 10' 4.ONE SERVICE IS REQUIRED FOR
EACH PARCEL OWNERSHIP,
SJDEWAL°K
CURB AND GUTTER BOULEVARD
6 WATER METER PIT & CURB STOP
W W W
FLOW _
DIRECTION
TYPICAL UTILITY CONNECTIONS
G.3
136
Standard Details - Water System
WATER SYSTEM CONSTRUCTION NOTES:
1. THRUST BLOCKING IS REQUIRED AT ALL TEES, BENDS, CAPS, WATER MAIN VALVES, AND FIRE HYDRANTS IN
ACCORDANCE WITH MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS.
2. WATER MAINS SHALL BE INSTALLED WITH 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE OR HMWPE
INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL BE TAPED TO
THE TOP OF THE WATER MAIN AT INTERVALS NO MORE THAN 5 FT. TONER WIRE SHALL BE EXTENDED TO THE
SURFACE AT ALL FIRE HYDRANT LOCATIONS. TONER WIRE SHALL BE ROUTED UP BEHIND EACH HYDRANT WITH
THE LAST 3 FEET OF THE WIRE BELOW THE SURFACE BEING ENCLOSED IN 1 INCH CONDUIT. TONER WIRE
SHALL BE ACCESSIBLE WITH 3 FT OF EXCESS TO CONNECT WITH TONING EQUIPMENT.
3. ALL IRON FITTINGS AND METAL PARTS SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT.
4. CONCRETE COLLARS SHALL BE INSTALLED AT WATER VALVE BOX RISERS AND MANHOLE RING AND CASTINGS.
SEE CITY OF KALISPELL STANDARDS FOR CONSTRUCTION,
5_ TEMPORARY WATER SERVICES SHALL BE SUPPLIED DURING CONSTRUCTION WHEN WATER SERVICE WILL BE
INTERRUPTED FOR MORE THAN FOUR (4) HOURS. A TEMPORARY WATER SERVICE PLAN SHALL BE SUBMITTED
TO AND APPROVED BY THE CITY PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL TEMPORARY WATER
SERVICES SHALL COMPLY WITH MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY DESIGN CIRCULAR 1.
6, CONTRACTOR SHALL PERFORM HYDROSTATIC LEAK TESTING IN ACCORDANCE WITH MONTANA PUBLIC WORKS
STANDARD SPECIFICATIONS AS MODIFIED BY CITY SPECIAL PROVISION 02660,
7. ALL NEW, CLEANED OR REPAIRED WATER MAINS SHALL BE FLUSHED AND DISINFECTED IN ACCORDANCE WITH
MONTANA PUBLIC WORKS STANDARD SPECIFICATIONS AS MODIFIED BY CITY SPECIAL PROVISION 02660.
8. THE CONTRACTOR SHALL BE RESPONSIBLE TO TAKE ALL BAC—T TESTS UNDER THE SUPERVISION OF CITY
STAFF. AFTER SAMPLE COLLECTION THE CITY SHALL TAKE CUSTODY OF SAMPLES AND DELIVER TO A
CERTIFIED ENVIRONMENTAL LAB. ALL TESTING SHALL BE AT THE EXPENSE OF THE CONTRACTOR.
W_ WATER SYSTEM CONSTRUCTION NOTES
CENTER METER BOX
IN BOULEVARD
STEEL T—POST
8'
BOULEVARD
4.50, 4.50' 5' 10.00'
1.00'
� MUELLER SERIES 300
9" RADIUS BALL STYLE CURB STOP VALVE
NOTES:
1. 3/4" — 2" SERVICES SHALL BE INSTALLED WITH BR2 SERIES SERVICE SADDLES AND PE SERVICE LINE.
2. 4" AND LARGER SERVICES SHALL BE INSTALLED WITH A ROMAC SSTIII STAINLESS STEEL TAPPING
SLEEVE AND CLASS 150 PVC SERVICE LINE,
3. MUELLER H-10306 (J' or 1" SERVICE) OR MUELLER H--10310 (1 J", 1 }", OR 2' SERVICES) CAST
IRON EXTENSION TYPE WITH ARCH PATTERN BASE, MINIMUM LENGTH 6 }', EQUIPPED WITH A
PROPERLY SIZED STATIONARY ROD AND A PENTAGON BRASS PLUG OR APPROVED EQUAL.
4. MULLER THERMO—COIL METER PITS WITH CENTER LOCKING COMPOSITE LIDS AND INSULATION PADS
FOR SERVICES UP TO 1". MULLER EZ VAULT OR APPROVED EQUAL WITH CENTER LOCKING
COMPOSITE LIDS AND INSULATION PADS FOR SERVICES LARGER THAN 1°
W. WATER SERVICE CONNECTION DETAIL
137
RED MUELLER SUPER
REPLACE EX. CURB TO MATCH
INSTALL TONING WIRE
CENTURION 250 FIRE HYD
EXISTING GRADE AND
IN 1" CONDUIT WITH
WITH 5" STORZ ADAPTE
ALIGNMENT
AN LB ENCLOSURE
TO FACE STREET
TYPICAL VALVE BOX
AT THE TOP, 2 FT MIN
COLLAR PER CITY OF
KALISPELL CONSTRUCTION
SIDEWALK ���O
2_ FT MIN_,
STANDARDS
CAST IRON, 3 PIECE
SLIP VALVE BOX, TYLER
0
6865 SERIES, OR
APPROVED EQUAL
o
}
MARKED WATER
In w
�
°�
PROVIDE TRENCH
6" MUELLER RESILIENT
�
BACKFILL PER CITY OF
WEDGE MJ GATE VALVE
v
KALISPELL TYPICAL
o
UTILITY TRENCH DETAIL
MJ x SWIVEL TEE, SEE
z
z
L:
PLAN FOR SIZE
TONING WIRE
1°
CONCRETE THRUST
BLOCK PER SCHEDULE
MIN. � CY OF
24" MIN
WASHED GRAVEL
o
om
WEEP HOLE, MIN 2"
afJ
o
ABOVE ALL BLOCKING
0
CONCRETE THRUST
BLOCK, MIN. 2 SQ. FT.
CONCRETE BEARING BLOCK,
BEARING SURFACE
MIN. 2'x2'x6"
CONCRETE THRUST
BLOCK PER SCHEDULE
STANDARD FIRE HYDRANT DETAIL
(W.3
CONCRETE VALVE COLLAR PER CITY OF
KALISPELL CONSTRUCTION STANDARDS
NM7N
DETECTABLE WARNING TAPE, MIN. 3"
IN WIDTH, APWA COLORS
TONING WIRE—
CL 150 WATER MAIN, SEE PLAN FOR SIZE,
SHALL CONFORM TO AWWA C-900
OR AWWA C-905 FOR PIPE > 12" DIA
SET VALVE BOX DEPTH IN ACCORDANCE
TO MPWWS STANDARD DRAWING
CAST IRON, 3 PIECE SLIP VALVE BOX,
TYLER 6865 SERIES,
OR APPROVED EQUAL MARKED WATER
MUELLER SERIES A-2360 RESILIENT WEDGE MJ
GATE VALVE, WITH STANDARD SQ. WRENCH NUT
SEE PLAN FOR SIZE
-CONCRETE THRUST
BLOCK PER SCHEDULE
�1 TYPICAL MJ GATE VALVE SECTION DETAIL
138
��f 45' MJ BEND WITH
MEGALUG AND THRUST BLOCK, EXISTING SANITARY OR
TYPICAL OF 4 STORM SEWER MAIN
BACKFILL PER
TYPICAL TRENCH BACKFILL UNDER PIPE
SECTION WITH FLOWABLE FILL CL 150 PVC WATER MAIN,
SEE PLAN FOR SIZE
VERTICAL THRUST
BLOCK WITH
ANCHOR REBAR
BEDDING PER TYPICAL
TYPICAL THRUST BLOCK 10' MIN 10' MIN TRENCH SECTION
PER SCHEDULE
W.5 WATER MAIN LOWERING SECTION DETAIL
REBAR ANCHOR
NOTE:
1. COAT RODS WITH A BITUMASTIC
NO- 50 COATING OR EQUAL.
2. PRESSURES SHOWN ARE
MAXIMUM WORKING PRESSURES IN
THE SYSTEM
STANDARD THRUST BLOCK DIMENSIONS
ANCHOR
ROD
SIZE
VALVE
SIZE
100
PSI
150
PSI
200
PSI
250
PSI
300
PSI
„ A„
B„
C.,
„A,.
„B,.
„0.,
„A,.
B.,
„C.,
A„
B.,
„C„
„A„
B.,
„C.,
3/4»
" & 8'
2'-0"
2'-0"
2'-0"
2'-0"
2'-0»
2'-0»
2'-0"
2'-0„
2' 0„
2'-0"
2'-0"
2'-0"
2'-0"
2'-0"
2'-7"
3/4"
1 0"
2'-0"
2'-0"
2'-0"
2'-6"
2'-6"
2'-0»
2'-9"
2'-6"
2'-6"
3'-0"
3'-0"
3'-0"
3'-7"
3'-0"
3'-0"
3/4"
1 2»
2'-3"
2'-0"
2'-0"
3'-0"
3'-0"
2'-5"
3'-5"
3'-0»
3'-0"
4'-3"
3'-0"
3'-0"
5'-1 "3'-0"
3'-0"
1"
14"
2'-3"2'-0"
2'-4"
3'-5»3'-0"3'-0"
4'-6»3'-0"3'—D"
4'_0"4'-0"4'-0"
4'_9„4'_0„4'_0„
1 1/8"
16"
3'-0"3'-0"2'--11"
4'-4.,3'
0»3'
0»
4—ill
4'-0„4'-0„
5,-1"4'-0»4'-0"
6 1°4'
0„4'-0„
1 1/4"
18"
3'-8"3'—D"
3'-0"
5-5"3-0"3-0"
5'-1"4'-0"4'—D"
6'-4"4'-0"4'-0"
5-9"5-0"5'-0"
1 3/8»
24"
4 4"
4 0"
4'-0"
6' 5"
4' O»
4' O»
6' 6"
5'-0"
5'-0„
6'-5"
6'-0"
6' 0"
7' 8"
6' 0"
6 0"
W.6 THRUST BLOCKING FOR WATER MAIN VALVES
(MPWSS SD No. 02660-3)
139
m
g. .
� IN.
NOTES:
1. THESE TABLES ARE BASED ON
150 PSI MAIN PRESSURE & 200
PSF SOIL BEARING PRESSURE.
2. WRAP ALL FITTINGS WITH
POLYETHYLENE.
STANDARD DIMENSIONS FOR THRUST BLOCKING
FITTING
TEES & PLUGS
90' BEND
45" BEND & WYES
REDUCERS & 22' BEND
SIZE
A
B
A
B
A
B
A
B
4"
1'-7"
1'-2"
1'-9"
1'-6"
1'-8"
0'-10"
1'-7"
0'-6"
6"
2'-0"
1'-11"
2'-5"
2'-2"
1'-10"
1'-7"
1'-9"
0'-10"
g"
2'-8"
2'-6"
3'-2"
3'-0"
2'-5"
2'-1"
1'-9"
1'-6"
10"
3'-4,
3'-3"
4'-0"
3'-10"
3'-0"
2'-9"
2'-2"
1'-11"
4,-0„
3'_10"
4'-8"
4,-8"
3'-8„
3'-3„
2'-7„
2'-3„
14'
5'-5"
3'-10"
6'-6"
4'-11"
4'-9"
3'-5"
3'-5"
2'-5"
THRUST BLOCKING FOR WATER MAIN FITTINGS
1 "'' ! (MPWSS SD No. 02660-1)
L®
L 2
NEW �PIPE
18" MINQ
EXISTING
PIPE
CROSSING
L®
L 2
EXISTING
PIPE
16" MIN(2)
NEW PIPE
WATER
MAIN
NO VERTICAL
REQUIREMENT
SEWER T
MAIN MIN
PARALLEL ARRANGEMENT
NOTE:
O SPECIFIC MONTANA DEPARTMENT OF ENVIRONMENTAL QUALITY APPROVAL IS REQUIRED FOR A DISTANCE LESS
THAN 10 FEET BETWEEN WATER AND SANITARY SEWER,
02 NO EXCEPTION TO THE PIPE SEPARATION REQUIREMENT IS PERMITTED WHEN THE SEWAGE PIPE IS A
FORCEMAIN. AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THAT BOTH
JOINTS WILL BE AS FAR FROM THE FORCEMAIN AS POSSIBLE,
03 LESS THAN 18" OF SEPARATION IS PERMITTED WHEN THE GRAVITY SEWER AT THE CROSSING IS MADE FROM
ONE SINGLE 20 FOOT LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE IS APPROXIMATELY 90`.
SPECIFIC MONTANA DEPARTMENT OF HEALTH AND ENVIRONMENTAL SCIENCES APPROVAL IS REQUIRED FOR A
VERTICAL SEPARATION OF LESS THAN 111" BETWEEN WATER MAIN AND SANITARY SEWER.
4 "L" IS A LENGTH OF PIPE AS SUPPLIED BY THE MANUFACTURE,
5 ADEOUATE STRUCTURE SUPPORT FOR PIPES AT CROSSING SHALL BE PROVIDED.
W8 WATER MAIN AND SEWER MAIN SEPARATION
(MPWSS SD No. 02660-2)
140
BUILDING
FRONT
w
U
W
W
U1
U
U
x
1.1
�
w
U
g
W
O
�
O
L�
P
3'
3'
IF
IL
ACCEPTABLE STANDARD
BUILDING
FRONT
W
U
CAL'
w
V7
w
K
Li
P
W ! I !
UNACCEPTABLE STANDARD
UNACCEPTABLE STANDARD
W s SERVICE LINEIFIRE SERVICE LINE DETAIL
EX. WATER MAIN, SEE
PLAN FOR SIZE AND
MATERIAL
N
UNDISTURBED
TRENCH
EXCAVATION
MUELLER SERIES A-2360 RESILIENT
WEDGE MJ x FL GATE VALVE, WITH STANDARD
SO. WRENCH NUT, ALL FLANGE BOLTS
SHALL BE COR-BLUE OR COR-TEN,
SEE PLAN FOR SIZF
`ROMAC MODEL SST �--PIPE BEDDING TRENCH PER
CONCRETE THRUST -]TAPPING SLEEVE, TYPICAL TRENCH SECTION DETAIL
BLOCK SEE PLAN FOR SIZE
CONCRETE SUPPORT
BLOCK
WATER MAIN TAPPING SADDLE
141
Standard Details - Sanitary Sewer System
SANITARY SEWER SYSTEM CONSTRUCTION NOTES:
1. ROOF DRAINS, FOUNDATION DRAINS, STORM SEWERS, SUMP PUMPS AND OTHER CLEAN WATER CONNECTIONS
TO THE SANITARY SEWER ARE STRICTLY PROHIBITED.
2. GRAVITY SANITARY SEWER SHALL BE SDP 35 PVC SEWER PIPE CONFORMING TO ASTM D-3034, PIPES SHALL
BE CONSTRUCTED MEETING THE MINIMUM PIPE SLOPE REQUIREMENTS OF MONTANA DEQ CIRCULAR 2.
3. ALL PIPE SHALL BE CAPPED OR PLUGGED AT THE END OF EACH WORK DAY.
4. ALL MANHOLES AND FORCEMAIN VALVE BOXES SHALL HAVE A CONCRETE COLLAR PER CITY OF KALISPELL
STANDARDS FOR DESIGN AND CONSTRUCTION.
5. SEWER FORCEMAINS SHALL BE INSTALLED WITH A 12 GAUGE SOLID CORE COPPER TONING WIRE WITH HDPE
OR HMWPE INSULATION APPROVED BY THE MANUFACTURER FOR DIRECT BURY. THE TONER WIRE SHALL BE
TAPED TO THE TOP OF THE SEWER FORCEMAIN AT INTERVALS OF NO MORE THAN 5 FT. TONER WIRE SHALL
BE EXTENDED TO THE SURFACE AT ALL VALVE BOXES, LIFT STATIONS, AND AT MARKER POSTS. TONER WIRE
SHALL BE ACCESSIBLE AT THE SURFACE WITH A MINIMUM 3 FEET OF EXCESS WIRE.
6. ALL WATER AND SEWER CROSSINGS SHALL BE MADE AT PERPENDICULAR ALIGNMENTS. A MINIMUM OF 18
INCHES OF OUTSIDE PIPE WALL SEPARATION MUST BE MAINTAINED. A MINIMUM OF 10 FEET OF HORIZONTAL
SEPARATION MUST ME BE MAINTAINED BETWEEN SANITARY SEWER AND POTABLE WATER MAINS.
7. THE TERMINAL END OF ALL SERVICE STUBS SHALL BE MARKED WITH METAL "f" POST AS INDICATED IN THE
CITY OF KALISPELL STANDARDS FOR DESIGN AND CONSTRUCTION.
8. ALL GRAVITY SANITARY SEWER MAIN SHALL BE LAID UPSTREAM WITH THE SPIGOT ENDS POINTING DOWNSTREAM.
ALL PIPES SHALL BE SET AT CONSTANT GRADE AND ALIGNMENT BETWEEN MANHOLES.
9. SANITARY SEWER PIPE LINE AND APPURTENANCES SHALL BE CLEANED AND TESTED UPON COMPLETION OF
BACKFILL OPERATIONS. ALL TESTING SHALL BE UNDER THE SUPERVISION OF THE PROJECT ENGINEER AND
REPRESENTATIVE OF THE CITY OF KALISPELL PUBLIC WORKS DEPARTMENT.
5.1 SEWER SYSTEM CONSTRUCTION NOTES
SHELF
CHANNEL
SHELF °
\ '/z
H
CHANNEL
SHELF
F�
NOTES:
1. SLOPE ALL SHELVES TO CHANNEL AT 1" PER FOOT
2. SEE PLAN -PROFILE SHEETS FOR SLOPE OF CHANNEL.
i
SHELF �J 1
TYPICAL MANHOLE CHANNEL DETAIL
SA 2
142
TYPICAL MANHOLE COLLAR
PER CITY OF KALISPELL
CONSTRUCTION STANDARDS
MANHOLE RING AND
CASTING. SEE SA.9,
OR APPROVED EQUAL
CHIMNEY SEAL
24"
F.
z
c-,o m
?U
vi w
O � 2
a�
w a
fkf w w
J N
fJ� Q f11
Q —
RELINER INSIDE DROP BOWL SECURED
WITH STAINLESS STEEL FASTENERS
1 12. 141
DEFLECTION
JOINT, TYPICAL
RADIUS OF
SLOPE SHELF AT 1
MANHOLE
INCH PER 1 FT
CHANNEL SHALL
CONFORM TO SECTION
8.1.5E
4 e
SECTION A -A
ADJUSTING RINGS 2" MIN. -
12" MAX
r- ECCENTRIC CONE SECTION
PRECAST CONCRETE MANHOLE
MEETING ASTM C478
EXTERIOR RUBBERIZED
JOINT SEALS
L EXTERNAL PIPE COUPLER
RELINER STAINLESS STEEL PIPE
BRACKET SECURED TO STRUCTURE
12" WITH TWO STAINLESS BOLTS. (4'
AAX,- INTERVALS, MINIMUM 2)
DEFLECTION
JOINT, TYPICAL
MANHOLE NOTES:
1. ECCENTRIC MANHOLES REQUIRED ON ALL 4 FT DIAMETER MANHOLES GREATER THAN 5 FT IN
OVERALL HEIGHT UNLESS SPECIFIED OTHERWISE.
2. ALL JOINTS BETWEEN MANHOLES SECTIONS, ADJUSTING RINGS, MANHOLE RING AND TOP SECTION,
AND AROUND ALL SEWER PIPE IN MANHOLE SHALL BE WATER TIGHT. JOINTING MATERIAL SHALL BE
"RAM-NEK" OR EQUAL FOR ALL JOINTS EXCEPT BETWEEN SEWER PIPE AND MANHOLE WALL.
3. FIELD SET COVER TO GRADE WHEN MANHOLE IS LOCATED WITHIN A STREET OR ALLEY.
4. SHELVES SHALL SLOPE AT 1' PER FOOT TOWARD CHANNEL.
5. SEE 5.1.8.E OF STANDARDS
SANITARY SEWER MANHOLE DETAIL
143
45' ELBOW
SANITARY SEWER
MAIN
PROPERTY LINE
5' METAL "T" POST,
MIN. 'V BURIED AND
2' ABOVE GROUND,
PAINT GREEN
COMPACTED
BACKEILL
WOOD 2" x 4"
PVC BELL AND SPIGOT PIPE,
MIN, 4", MIN SLOPE 1/4" PER 1
SERVICE LINE CAP
INSERTA TEE AS APPROVED BY
PUBLIC WORKS FOR EXISTING PIPE BEDDING
INSTALLATIONS 6" ABOVE AND BELOW PIPE
NOTES:
1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES.
TYPICAL SANITARY SERVICE TO EXISTING MAIN
U
45' ELBOW
SANITARY SEWER
MAIN
5' METAL "T" POST, -
MIN. 3' BURIED AND
2' ABOVE GROUND,
PAINT GREEN
EXTEND BEYOND —
PROPERTY LINE AND
UTILITY EASEMENT
COMPACTED
BACKEILL
PVC BELL AND SPIGOT PIPE,
MIN. 4", MIN SLOPE 1/4" PER 12"
WOOD 2" x 4"
++� JJJ �
IN LINE WYE FOR NEW SERVICE LINE PLUG
'a\��
NSTALLATIONS, AS APPROVED
BY ENGINEER FOR EXISTING
INSTALLATIONS
NOTES:
1. NO SERVICE CONNECTIONS SHALL BE MADE AT MANHOLES,
TYPICAL SANITARY SEWER SERVICE STUB -OUT
U
144
m
S A
E N
E O
R L
G E
BEFORE DIGGING
IN THIS AREA
CALL
TRIVIEW 3 FACE FLEXIBLE MARKER POST
GREEN IN COLOR, MARKED
SEWER
36" MAX
TYPICAL MANHOLE
COLLAR PER CITY OF
KALISPELL CONSTRUCTION
STANDARDS
NOTES:
1. SEWER TRIVIEW MARKER POSTS SHALL BE INSTALLED FOR ALL MANHOLES
LOCATED OUTSIDE OF PAVED OR GRAVEL AREAS.
TYPICAL SEWER MANHOLE MARKER POST
U
TYPICAL MANHOLE
COLLAR PER CITY OF
KALISPELL CONSTRUCTION
STANDARDS
DETECTABLE WARNING TAPE, MIN. 3"
IN WIDTH, APWA COLORS
- 5' MAX
SANITARY SEWER FORCEMAIN,
COIL TONING WIRE TO
INTERIOR OF VALVE BOX
CAST IRON, 3 PIECE SLIP VALVE BOX,
TYLER 6865 SERIES,
OR APPROVED EQUAL MARKED SEWER
RESILIENT SEAT, ECCENTRIC
PLUG VALVE, WITH STANDARD SQ. WRENCH
NUT, SEE PLAN FOR SIZE
NOTES:
1. VALVES 6" AND LARGER SHALL HAVE WORM GEAR
REDUCTION ACTUATOR WITH 2" SQUARE NUT.
2. VALVES INSTALLED WITH WORM GEAR SHALL FLOW
ENTERING SEAT END OF VALVE AND THE PLUG
BEING UP IN OPEN POSITION.
S
TYPICAL FORCEMAIN VALVE SECTION DETAIL
145
COAT ALL INTERIOR SURFACES OF
CONCRETE MANHOLE WITH 100% SOLIDS
HIGH BUILD CHEMICAL RESISTANT EPDXY
TO RESIST HYDROGEN SULFIDE ATTACK
AS APPROVED BY PUBLIC WORKS
EXTERIOR RUBBERIZED —
JOINT SEALS
STAINLESS STEEL PIPE ANCHOR,
DRILL INTO CONCRETE AND EPDXY
45' BEND WITH
PLAIN END, ROTATE IN
DIRECTION OF FLOWLINE
6" OF 3" MINUS
CRUSH COMPACTED
CHIMNEY SEAL
AIR VENT RISER
FLEXIBLE JOINT BOOT
z
F
CONCRETE RETRAINING
a
FOR HDPE
SDI
FpRCEMAINS
-COLLAR
FORCEMAIN
-------
I I
I I
I
I I
II—�1
a
--DR 11 HDPE PIPE,
OR COATED DI PIPE
I I
I FLEXIBLE JOINT BOOT
I,
I I CONCRETE RETRAINING
-- COLLAR FOR HDPE
FORCEMAINS
r
�i FORCEMAIN
— — — — — — — — — — — FORM SMOOTH CONCRETE
CHANNEL TO MANHOLE OUTFALL
�FORCEMAIN DISCHARGE MANHOLE DETAIL
1" LETTERING
(rECESSED FLUSH) 1„
pF KA L SSA
/2"
ca ti� C
_
3771A1
ASIII M9 CL35B
f
IFCO 772
/rARy (2) PICKHOLES
(SEE DETAIL)
1" LETTERING
COVER BACK
(RECESSED FLUSH)
25 3/4"� 2 32
1 1 /2"
1/
1,• 1 1/2"
7/8„
1"
4" 1'
COVER SECTION PICKHOLE DETAIL
D SANITARY MANHOLE COVER
146
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Standard Details - Storm Sewer System
6" CONCRETE APRON, PER
CITY OF KALISPELL STANDARDS FOR
DESIGN AND CONSTRUCTION
EDGE OF CONCRETE 2
3/.B" BELOW PAVEMENT
CONCRETE ADJUSTMENT RING,
N 2" MIN, 12' MAX
CONCRETE CATCH
BASIN
STORM PIPE, SEE
PLAN FOR SIZE AND
SLOPE
FLEXIBLE GASKETED
OR BOOTED JOINT,
GROUT INTERIOR
5" OF 3" MINUS CRUSHED
COMPACTED AGGREGATE `
FOUNDATION
EAST JORDAN IRON WORKS #7752T1,
OR OLYMPIC FOUNDRY SM49 12-4308
WITH STEEL ROD FOR STAND UP CURB
AND GUTTER
EASTAN IRON WORKS #7711.
OR OLYMPIC FOUNDRY SM44, STORM
INLET FOR DRIVE OVER CURB AND
-6 GUTTER
NOTE.
1. ALL JOINTS BETWEEN CATCH BASIN, ADJUSTMENT RINGS, CASTING, AND SEWER PIPE SHALL BE WATER TIGHT.
JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND
CATCH BASIN.
2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED. SHALL BE SUBMITTED TO CITY ENGINEER FOR REVIEW.
TYPICAL STORMWATER CATCH BASIN DETAIL
CONCRETE MANHOLE COLLAR, PER
CITY OF KALISPELL STANDARDS FOR
DESIGN AND CONSTRUCTION
EDGE OF CONCRETE
318" BELOW PAVEMENT
_z
:> CONCRETE ADJUSTMENT RING,
2" MIN, 12' MAX
N
STORM PIPE, SEE
PLAN FOR SIZE AND
SLOPE
FLEXIBLE GASKETED-1-
OR BOOTED JOINT,
GROUT INTERIOR
STORM MANHOLE RING AND COVER,
SEE DR.7, OR APPROVED EQUAL
24" MINVMAASTM
ECAST CONCRETE
NHOLE MEETIGNG48" MIN C47B
CL
6" OF 3" MINUS
CRUSHED COMPACTED
AGGREGATE
NOTE:
1. ALL JOINTS BETWEEN MANHOLE, ADJUSTMENT RINGS, CASTING, AND SEWER PIPE
SHALL BE WATER TIGHT. JOINING MATERIAL SHALL BE RAM-NEK OR EQUAL FOR ALL
JOINTS OTHER THAN JOINTS BETWEEN SEWER PIPE AND CATCH BASIN.
2. ALL PIPE CONNECTIONS NOT CONSTRUCTIBLE AS DETAILED SHALL BE SUBMITTED TO
CITY ENGINEER FOR REVIEW.
T 1 TYPICAL STORMWATER MANHOLE DETAIL
U
151
EROSION AND SEDIMENT CONTROL NOTES:
1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL PERMITS ASSOCIATED WITH THIS PROJECT AND
IMPLEMENT AND MAINTAIN THE EROSION AND SEDIMENT CONTROL PLAN AND PERMITS REQUIREMENTS UNTIL
SUCH TIME AS THE PERMITS ARE TERMINATED,
2. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR CHANGE THE EROSION AND SEDIMENT CONTROL PLAN AS
THE PROJECT PROGRESSES TO ENSURE PERMIT COMPLIANCE.
3. THE CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, AND CONSTRUCTION DEBRIS THAT MAY ACCUMULATE IN
THE PUBLIC RIGHT OF WAY AS A RESULT OF THIS PROJECT. SAID MATERIAL SHALL BE REMOVED DAILY OR
MORE FREQUENTLY PER THE CITY'S REQUEST,
4. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THIS SITE IS
PROPERLY COVERED TO PREVENT LOSS OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHTS OF WAY,
5. THE CONTRACTOR SHALL ENSURE ALL CUT AND FILL MATERIAL IMPORTED OR EXPORTED IS NOT STORED IN
THE PUBLIC RIGHT OF WAY.
5. ALL STOCKPILED MATERIAL SHALL BE DESIGNATED ON THE EROSION AND SEDIMENT CONTROL PLAN.
7. TEMPORARY BMPS ON THE EROSION PLAN SHALL BE INSTALLED PRIOR TO ANY EXCAVATION.
8, INLET PROTECTION BMPS SHALL BE INSTALLED PRIOR TO ANY EXCAVATION AND MAINTAINED UNTIL PAVING IS
COMPLETE, INLET PROTECTION BMPS SHALL BE APPROVED BY THE CITY OF KALISPELL PRIOR TO
INSTALLATION.
aR,3 EROSION AND SEDIMENT CONTROL NOTES
SILT FENCE —
FILTER FABRIC
MIN. LENGTH MIN. WIDTH
RESIDENTIAL 30 FT 15 FT
COMMERCIAL 60 FT 25 FT
VEHICLE TRACKING PAD
14" OF 3" -6" STONE
N OTE:
ALL VEHICLES ENTERING AND EXITING THE CONSTRUCTION AND/OR BUILDING SITE SHALL TRAVERSE THE
VEHICLE TRACKING PAD TO MINIMIZE MUD AND DIRT FROM TRACKING OFF SITE. ROCK SHALL BE REPLENISHED
IF TRACKING OCCURS. TRACKING PAD SHALL BE RENEWED AS NECESSARY TO RETAIN EFFECTIVENESS. ALL
MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS SHALL BE REMOVED
IMMEDIATELY.
VEHICLE TRACKING STONE ENTRANCE REQUIREMENTS:
• Y-6" DIAMETER WASHED ROCK
• UNDERLYING FILTER FABRIC TO BE REQUIRED AS STATED
FILTER FABRIC REQUIREMENTS:
• TENSILE GRAB STRENGTH = 200 LBS (ASTM D4632)
• ELONGATION MINIMUM = 15% (ASTM D4632)
• SEAM BREAKING STRENGTH MINIMUM = 180 LBS (ASTM D4632)
• APPARENT OPENING SIZE MAXIMUM 03 MM (#50 SIEVE) (ASTM D4751)
• PERMITTIVI7Y MINIMUM = 0.3/SEC (ASTM D4491)
S
VEHICLE TRACKING STORMWATER BMP
152
36" MIN WOOD,
OR STEEL POST
GECTEXTILE FABRIC
z
B_
N '
—FLOW Z_
Z ^
EMBED FILTER
FABRIC INTO GROUND
GEOTEXTILE FABRIC
to MPX
EMBED FILTER
FABRIC INTO GROUND
NOTE:
1. SILT FENCE SHALL BE USED AS A TEMPORARY SEDIMENT CONTROL, FENCES SHALL BE INSTALLED WITH
THE CONTOUR OF SLOPE.
2. WOOD POSTS SHALL BE HARDWOOD WITH AND MINIMUM CROSS SECTION AREA OF THREE INCHES.
3. TEMPORARY SILT FENCE SHALL BE REMOVED UPON SITE STABILIZATION WITH 70% ESTABLISHED VEGETATIVE
COVER.
GEOTEXTILE FABRIC REQUIREMENTS:
• TENSILE GRAB STRENGTH = 90 LBS (ASTM 01682)
• ELONGATION MINIMUM = 50% (ASTM D1682)
• MULLEN BURST STRENGTH MINIMUM = 190 LBS (ASTM D3786)
• PUNCTURE STRENGTH MINIMUM = 40 LBS (ASTM D751)
• EQUIVALENT OPENING SIZE MAXIMUM = 40-80 US STANDARD SIEVE SIZES
• ULTRAVIOLET RADIATION STABILITY = 90 (ASTM G26)
&--q&T-FENCE STORMW ER BMP
z
FLOW
77-
TOPSLOPEANCHOR
z
N
FLOW
TERMINAL ANCHOR
FLOW
1!� 12" MIN
OVERLAP ANCHOR
kRT EROSION CONTROL BLANKET
JTERED ON CHANNEL AT OUTLET,
BLANKET PARALLEL TO CENTER
CHANNEL. OVER LAP ALL SEAMS
JOINTS 12 INCHES MINIMUM.
EROSION CONTROL BLANKET FOR SLOPE PROTECTION NOTES:
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF FERTILIZER AND SEED.
2. ANCHOR THE BLANKET IN A 6" DEEP x 6" WIDE TRENCH AT TOP OF SLOPE. BACKFILL AND COMPACT THE
TRENCH AFTER STAPLING.
3. ROLL BLANKETS DOWN, STARTING AT DOWNSTREAM PROCEEDING UPSTREAM, HORIZONTALLY ACROSS THE SLOPE,
4. PARALLFL BLANKETS MUST BE STAPLED WITH A 4" OVERLAP.
5, SPLICE BLANKETS ONLY AS NECESSARY, PLACE BLANKETS END OVER END WITH AN 12" OVERLAP, USE DOUBLE
ROW OF STAGGERED STAPLES 4" APART TO SECURE BLANKET.
6. IN HIGH FLOW APPLICATIONS STAPLE WITH DOUBLE STAGGERED ROW EVERY 30' TO 40'. USE A ROW OF STAPLES
4" APART OVER ENTIRE WIDTH OF CHANNEL, USE SECOND ROW 4" BELOW THE FIRST ROW IN A STAGGERED
PATTERN.
7. THE TERMINAL END OF THE BLANKETS SHALL BE ANCHORED IN A 6" x 6" TRENCH. BACKFILL AND COMPACT
AFTER STAPLING.
DR.6 EROSION CONTROL BLANKET BMP
153
1" LETTERING
(RECESSED FLUSH)
Ci0�- KaL /SA�
Iz
M •S L (2) Pic,— —
/ (SEE DETAIL)
1" LETTERING
(RECESSED FLUSH)
YO/!tl/M
3771A1
�SfY A6! CL35B
IFCO 772
COVER BACK
25 3/4" 2 3/4"
1 1/2"
1„ 1 1/2.,
7/8"
1"
4" 1"
COVER SECTION PICKHOLE DETAIL
&-----§TORM
MANHOLE COVER
154
SKIMMER
DIAMETER
SKIMMER
OPENING (WxH)
3'
2'x0.5'
4'
3'x1'
5'
4'x1'
6'
5.5'x1.5
RECTANGULAR SKIMMER
OPENING
GRATE SHALL EI .
FOR MAINTENANCE ACCESS
OUTLET ELEVATION. (GE
ELEV.- XXXX.XX'
SKIMMER OPENING
4 CY CLASS
1 RIPRAP 0-5'
NOTES: r
H
t
1.0
0.5,
^^^VIDE 6-1/2 ANCHOR
PS WITH CLIPS (2)
x J" OUTER RING
x J" STEEL BARS
V' O.C.
J"x4" STEEL BAR
WELD TO EACH MEMBER
DIPPED GALVANIZED
[ IN 2 SECTIONS (3)
1.0'
HOLE FOR XX" DIA,
OUTLET PIPE
0.5,
1" MINUS AGGREGATE
BACKFILL
1, CENTER SKIMMER ON D.E. CONTOUR AND GRADE IN FRONT OF
SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER
OPENING.
2. ANCHOR BOLTS SHALL BE STAINLESS STEEL (OR HOT DIPPED
GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN, LENGTH,
3, PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE STYLE BY
HAALA INDUSTRIES IS AN APPROVED EQUAL. (SEE
HAALAI N DU STRI ES. C 0 M )
(�0 01 PQNDING BASIN SKiM ER STRUCTURE
155
SKIMMER
SKIMMER
DIAMETER
OPENING (WxFI)
5'
4'x1'
6'
5.5'x1.5'
RECTANGULAR SKIMMER
OPENING
GRATE SHALL BE . ,.
FOR MAINTENANCE ACCESS
'�C
5
OUTLET ELEVATION. (0E) ,
ELEV.— XXXX.XX'
4'(W) x 1'(H)
MIN, OPENING
H
4 CY CLASS
1 RIPRAP D-5'
r
NOTES_
1.0
5DIA. MIN
^^.OVIDE —114 ANCHOR
)LTS WITH CLIPS (2)
4" x J" OUTER RING
�" x J" STEEL BARS
r 4" O.C.
RECAST WALL SHALL
WATERTIGHT
Ell
k"x}" STEEL BAR
HELD TO EACH MEMBER
7-0IPPED GALVANIZED
RATE IN 2 SECTIONS (3)
I
1.0'
- XX" DIA. HOLE IN
BAFFLE WALL
HOLE FOR XX" DIA.
OUTLET PIPE
0.5'
1" MINUS AGGREGATE
BACKFILL
1. CENTER SKIMMER ON D.E. CONTOUR AND GRADE IN FRONT OF
SKIMMER OPENING AS NECESSARY TO PROVIDE FOR SKIMMER
OPENING.
2. ANCHOR BOLTS SHALL BE STAINLESS STEEL (OR HOT DIPPED
GALVANIZED) WEDGE OR STRIKE ANCHORS. 3.5" MIN, LENGTH,
3, PREFABRICATED GALVANIZED SKIMMER GRATE, PLATE STYLE BY
HAALA INDUSTRIES IS AN APPROVED EQUAL. (SEE
HAALAI N DU STRI ES. C 0 M )
r� NDING BASIN SKIMMER STRUCTURE WITH BAFFLE WALL
un.y
156
Standard Details - Transportation System
10'
60' RIGHT OF WAY
10' S' 6' 17' 17' 6' 5' 10'
. - EASEMENT
ADA SI EwALK
RAMP, TYP.
PAVEM0 MARKINGS w,4
AS REQUIRED,
8" WHITA CROSSWALK
SS 55 55
PAVEMENT MARKINGS
AS REQUIRED,
24" WHITE STOP RAR
STREET AND
STOP SIGN, TYP.
w w w wE w-
STORMWATER CATCH
BASIN, TYP. _
...wWf
N „tea
60' RIGHT OF WAY
.w
PROPERTY LINE FILLET,
5' x 5'
V x 80' CLEAR
.. VISION TRIANGLE
tl -I
1 D'
w
SIDEWALK CURB AND
BOULEVARD 17' PL 17' GUTTER 1
L 2y 2%� rl:[2
�'4" ASPHALT
6 CRUSHED BASE
15" SUB -BASE
40'
Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
UTILITY NOTE,
ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND
UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK
AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE
BACK OF CURB AND SIDEWALK,
ST.1 URBAN COLLECTOR
157
10'
8' 14' 6' 12'
12' 6' 148'
ID'
DITCH'
DITCH'
I
. IJa�
�ypw
I
v
I I 1
I' F EASEMENT
a I
SIDEWALK/PATH
I
I
I I
I I
0 •
----"--- — --- K---- — — —---b--'
AMP,I TYP-
I I
I r
a
I
STOP (SIGN ¢R
_ I
I
I I
_ V
I I I
50' y PROPERTY LINE FILLET.
i. LANE CONFIGURATION AND LENGTHS TO BE DETERMINED BY TRAFFIC ANALYSIS
2. TAPER RATES SHALL BE DETERMINED BY DESIGN SPEED OF THE ROADWAY
3. ALL PAVEMENT MARKINGS SHALL BE EPDXY AND CONFORM TO CURRENT MUTCD STANDARDS
/-STREET LIGHT
UTILITY
ESMNT $• 6' 2' 6' 6' 12' 12' 6'
'-V4" ASPHALT
}� 3" ASPHALT -
CRUSHED BASE 8" CRUSHED BASE
'15" SUB -BASE
" SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
UTILITY NOTE:
ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND.
ST 2 RURAL COLLECTOR
UTILITY
ESMNT
158
10,
60' RIGHT OF WAY
10S' 9' , 14' 14' 9' S' 10'
r�
I I
I I
I I
I � I
EASEMENT SIDEWALK
EASEMENT
J ADA SI )EWALK
RAMP, P.
N
SS
C TO CCT AAII'1 � I
I
I
I
I
I
PROPERTY LINE FILLET,
5' x 5'
I
60' x 80' CLEAR
VISION TRIANGLE
I
10'
EASEMEI
-SIDEWALK CURB AND
BOULEVARD CUTTER
14' 14' 9' 5
27 �_' [_ 27 - ll�l =27
4 ASPHALT
6" CRUSHED BASE
9" SUB -BASE
34'
Q SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
UTILITY NOTE:
ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND
UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK
AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE
BACK OF CURB AND SIDEWALK.
�uURBAN LOCAL
LOCAL
159
70' RIGHT OF WAY 4' PUBLIC UTILITY BENCH
10' EASEMENT 5'r 16 12' 12' 12' 5' 10' EASEMENT
2' I 2'
' N
SWALE
-4
STREET AND
STOP SIGN, TYP.
-wTw w
0) 3:
I - '. 80' x 80' CLEAR
10' VISION TRIANGLE
EASEMENT 74' RIGHT OF WAY STREET LIGHT ---,,,EASEMENT
BENCH
28
2
12'
1 2'
2
27-
2%
4" ASPHALT
6" CRUSHED BASE
9" SUB -BASE
4*8" CRUSHE❑ BASE SHOULDER
O SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
1❑ I
_CLFAR ZONE
I
SIDEWALK
I
31 13
UTILITY NOTE:
ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND
UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED OUTSIDE OF DITCH SECTIONS, AND
BIKE PATHS. NO PRIVATE UNDERGROUND UTILITIES SHALL BE PLACED IN THE PUBLIC RIGHT-OF-WAY.
NOTE.
1, THIS CROSS SECTION MAY BE USED ONLY WHEN THE AREA ADJACENT TO THE PROPOSED DEVELOPMENT
DOES NOT HAVE CURBING OR ESTABLISHED STORM DRAINAGE SYSTEMS. THIS CROSS SECTION SHALL ONLY
BE USED IN R1 ZONING AND MUST BE APPROVED BY THE CITY COUNCIL PRIOR TO INCORPORATING INTO THE
DRAWINGS.
2. A 10 FT CLEAR ZONE MUST BE MAINTAINED ADJACENT TO SHOULDER OF ROAD. NO ADDRESS POSTS OR
MAILBOXES MAY BE PLACED IN THE CLEAR ZONE.
3. NO PARKING IS ALLOWED ALONG THE STREET
s RURAL LOCAL
160
20' RIGHT OF WAY
35"
1 � '4" ASPHALT
`1 ��6" CRUSHED BASE
SELECT SUB -BASE
O SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
RESIDENTIAL
20' RIGHT OF WAY
29
Q1 1 LC7) 4" ASPHALT
}1��7*6" CRUSHED BASE
3 15" SELECT SUB -BASE
0 SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
COMMERCIAL
ST.S ALLEY TYPICAL SECTION
10 ASPHALT - SHALL BE PG58-28 ASPHALT CONCRETE PAVEMENT SURFACE COURSE PG58-28
SHALL BE ACCOMPLISHED IN ACCORDANCE WITH SECTION 02510 MONTANA PUBLIC WORKS
STANDARD SPECIFICATIONS, FIFTH EDITION, APRIL 2010. SEE CITY OF KALISPELL STANDARDS
FOR DESIGN AND CONSTRUCTION FOR PAVEMENT AND MATERIAL TESTING REQUIREMENTS.
Q2 CRUSHED GRAVEL BASE, -3/4" DIAMETER 095% MAX DRY DENSITY (± 3% OPTIMUM MOISTURE)
PER AASHTO T-99
(I SELECT SUB -BASE @95% MAX DRY DENSITY {± 3% OPTIMUM MOISTURE) PER AASHTO T-991.
® CRUSHED GRAVEL SHOULDER, -3/4" DIAMETER O 95% MAX DRY DENSITY (+/- 3% OPTIMUM
MOISTURE) PER AASHTO T-99.
A. THICKNESSES OF ASPHALT, CRUSHED GRAVEL AND SUB -BASE SHALL BE AS SHOWN, UNLESS
AN ALTERNATE DESIGN IS APPROVED. THE FINAL STREET DESIGN SHALL BE APPROVED BY
THE CITY ENGINEER PRIOR TO START OF CONSTRUCTION.
B. THE WIDTH OF THE RIGHT-OF-WAY MAY BE INCREASED DUE TO UTILITIES, OR OTHER
REQUIREMENTS.
C. THE MAXIMUM GRADE SHALL BE 8%.
D. ON STREET PARKING GOVERNED BY CITY OF KALISPELL SUBDIVISION REGULATIONS.
SEROPA&D CONSTRUCTION NOTES AND SPECIFICATIONS
161
I
F„ 1. 1..
1. 112" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH
POINT OF CURVATURE AND POINT OF TANGENCY.
2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB
LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1)'„ AND A MINIMUM
WIDTH OF 1 /8". CONTRACTION JOINTS SHALL BE CONSTRUCTED BY
SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE
CORNERS ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE
SPECIFIED MINIMUM DEPTH.
3. EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4".
4, CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM AGGREGATE,
MINIMUM 28-DAY STRENGTH OF 4000 PSI, 6%+ 1 1/2% AIR
ENTRAINMENT, AND MAXIMUM SLUMP OF 4".
�n
5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS
PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE
DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR REVIEW.
6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4"
DIAMETER IS REQUIRED FOR THE CURB AND GUTTER FOUNDATION.
THE BASE MATERIAL SHALL BE COMPACTED TO 95% DENSITY (± 3%
OPTIMUM MOISTURE) PER AASHTO T-99.
&SqTjA6NDARD CURB AND GUTTER SECTION
1. 1/2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH
POINT OF CURVATURE AND POINT OF TANGENCY.
2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF
CURB LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1Yz" AND A
MINIMUM WIDTH OF 1/8". CONTRACTION JOINTS SHALL BE
CONSTRUCTED BY SAWING OF SCORING. A TOOL SHALL BE USED
WHICH WILL LEAVE CORNERS ROUNDED AND DESTROY AGGREGATE
INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH.
3, EXPOSED EDGES SHALL BE FINISHED TO A RADIUS OF 1/4"
4. CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM
AGGREGATE, MINIMUM 28-DAY STRENGTH OF 4000 PSI, 67± 1
1/2% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4".
5. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM
THIS PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE
ABOVE DIMENSIONS SHALL BE SUBMITTED TO THE CITY FOR
REVIEW.
6. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, -3/4"
DIAMETER IS REQUIRED FOR THE CURB AND GUTTER FOUNDATION.
THE BASF MATERIAL SHALL BE COMPACTED TO 95% DENSITY (±
3% OPTIMUM MOISTURE) PER AASHTO T-99.
7. THIS CURB DOES NOT MEET HANDICAPPED ACCESS
REQUIREMENTS AND SHALL NOT BE USED FOR ACCESS RAMPS.
ST.B STANDARD DRIVE OVER CURB AND GUTTER
162
1. 1/2" EXPANSION JOINT MATERIAL SHALL BE PLACED AT EACH POINT
OF CURVATURE AND POINT OF TANGENCY.
2. CONTRACTION JOINTS SHALL BE PLACED AT EVERY 10' OF CURB
LENGTH AND SHALL HAVE A MINIMUM DEPTH OF 1Y2" AND A MINIMUM
WIDTH OF 1/6". CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING
OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE CORNERS
ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED
MINIMUM DEPTH.
3. VISIBLE EDGES SHALL BE FINISHED TO A RADIUS OF 1/4", UNLESS
OTHERWISE NOTED.
4. GRADE, ALIGNMENT AND FORMS SHALL BE INSPECTED BY THE CITY
PRIOR TO POURING.
5. CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM AGGREGATE,
MINIMUM 28—DAY STRENGTH OF 4000 PSI, 6% TO 8% AIR ENTRAINMENT,
AND MAXIMUM SLUMP OF 4".
6. INDIVIDUAL CONTRACTORS FORMS MAY VARY SLIGHTLY FROM THIS
PATTERN. PATTERNS DIFFERING MATERIALLY FROM THE ABOVE DIMENSIONS
SHALL BE SUBMITTED TO THE CITY FOR REVIEW.
7. FOUR INCHES OF CRUSHED GRAVEL BASE MATERIAL, —3/4' DIAMETER
IS REQUIRED FOR THE CURB FOUNDATION. THE BASE MATERIAL SHALL BE
COMPACTED TO 95% MOD (+/— 3% MOISTURE) PER AASHTO T-99.
8. IF SLIP —FORMS ARE USED, A TEST SECTION SHALL BE POURED,
INSPECTED AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO
PLACEMENT OF ANY PERMANENT STRAIGHT CURB.
9. ONLY ALLOWED WITH SPECIFIC APPROVAL OF CITY ENGINEER TO MATCH
EXISTING CURB.
ST.s STRAIGHT CURB SECTION
5' 9' LOCAL ST,
' SIDEWALK 6' COLLECTOR
5=2.00% MAX 5=2.00% MIN
BOULEVARD
1, PRE —FORMED 1/2" EXPANSION JOINT MATERIAL MEETING THE REQUIREMENTS OF AASHTO M-213 SHALL BE PLACED AT
45—FOOT INTERVALS AND AT ALL COLD JOINTS.
2. CONTRACTION JOINTS SHALL BE SPACED THE APPROXIMATE SAME DIMENSION AS THE WIDTH, BUT NOT TO EXCEED SIX
FEET. CONTRACTION JOINTS SHALL BE CONSTRUCTED BY SAWING OR SCORING. A TOOL SHALL BE USED WHICH WILL LEAVE
THE EDGES ROUNDED AND DESTROY AGGREGATE INTERLOCK FOR THE SPECIFIED MINIMUM DEPTH, CONTRACTION JOINTS
SHALL BE A MINIMUM OF Y4 TIMES THE SIDEWALK THICKNESS.
3. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH AN EDGING TOOL WITH A MINIMUM 1/4" RADIUS
4. CONCRETE SHALL BE M-4000 WITH 3/4" MAXIMUM AGGREGATE, MINIMUM 28—DAY STRENGTH OF 4000 PSI, 6%± 1
1/2% AIR ENTRAINMENT, AND MAXIMUM SLUMP OF 4".
5. SIX INCHES OF CRUSHED GRAVEL BASE MATERIAL, —3/4" DIAMETER IS REQUIRED FOR THE SIDEWALK FOUNDATION.
THE BASE MATERIAL SHALL BE COMPACTED TO 95% DENSITY (± 3% OPTIMUM MOISTURE) PER AASHTO T-99,
6, SIDEWALK MINIMUM THICKNESS:
RESIDENTIAL 4"
COMMERCIAL OR AT DRIVE APPROACH: 6"
&_SqTIANDARD SIDEWALK SECTION
163
1. BASE MATERIAL SHALL BE CRUSHED
GRAVEL, -3/4" DIAMETER COMPACTED
6
SIDEWALK
TO 95% DENSITY (+/- 3% OPTIMUM
MOISTURE) PER AASHTO T-99.
FLOWLlNE
2_ CONCRETE SHALL BE M-4000 WITH
BOULEVARD
CONCRETE CURB AND GUTTER
3/4" MAXIMUM AGGREGATE, MINIMUM
°
28-DAY STRENGTH OF 4000 PSI, 6%
+/- 1 1/2% AIR ENTRANEMENT, AND
MAXIMUM SLUMP OF 4"
A 6'
4'
4'
EXPANSION JOINT -
TRANSITION
TRANSITION
SIDEWALK APRON 6" CONCRETE W/6" BASE MATERIAL
5'1 6'
2% MAX
BASE MATERIAL
SECTION A -A
DRIVEWAY DETAIL FOR CURB & GUTTER
Z
2
TRANSITION
A
SIDEWALK
ONCRETE. BOULEVARD
6'
A TRANSITION
1. BASE MATERIAL SHALL BE CRUSHED
GRAVEL, - 3/4" DIAMETER
COMPACTED TO 95% MAX DRY
DENSITY (+/- 3% OPTIMUM
MOISTURE) PER AASHTO T-99.
2. CONCRETE SHALL BE M-4000 WITH
3/4" MAXIMUM AGGREGATE, MINIMUM
28 DAY STRENGTH OF 4000 PSI, 6%
+/- 1.5% AIR ENTRAINMENT, AND A
MAXIMUM SLUMP OF 4"
SIDEWALK APRON 6" CONCRETE
5' 6' MIN 1" VERTICAL EXPOSURE ACROSS
27 MAX DRIVEWAY SECTION
a
SECTION A -A BASE MATERIAL
ST.12 DRIVEWAY DETAIL FOR STRAIGHT CURB
164
H
SIDEWALK SHALL BE
6" MIN. AT DRIVEWAY
bLWAL ny E Sl ENAki4
6' VARIES 6'
A
SIDEWALK 6" CONCRETE W 6° BASE MATERIAL
5'
27 MAX APRON
BASE MATERIAL
SECTION A -A
1. BASE MATERIAL SHALL BE
CRUSHED GRAVEL, -3/4"
DIAMETER COMPACTED TO 95%
DENSITY (+/- 3% OPTIMUM
MOISTURE) PER AASHTO T-99.
2. CONCRETE SHALL BE M-4000
WITH 3/4" MAXIMUM
AGGREGATE, MINIMUM 28-DAY
STRENGTH OF 4000 PSI, 6%
+/- 1 1/2% AIR
ENTRANFMENT, AND MAXIMUM
SLUMP OF 4"
DRIVEWAY DETAIL SIDEWALK AT CURB ALT 1
A
SIDEWALK SHALL BE
6" MIN. AT DRIVEWAY
.. bR1vEwAY'`
9
RAP
�CQNCRETE
RAMP
&IDfW LK
a
a
6 I VARIES 6'
i
A
SIDEWALK 6" CONCRETE W 6" BASE MATERIAL
5'
1:48 MAXI
BASE MATERIAL
SECTION A -A
1. BASE MATERIAL SHALL BE
CRUSHED GRAVEL, -3/4"
DIAMETER COMPACTED TO 95%
DENSITY (+/- 3% OPTIMUM
MOISTURE) PER AASHTO T-99,
2. CONCRETE SHALL BE M-4000
WITH 3/4" MAXIMUM
AGGREGATE, MINIMUM 28-DAY
STRENGTH OF 4000 PSI, 6%
+/— 1 1/2% AIR
ENTRANEMENT, AND MAXIMUM
SLUMP OF 4"
DRIVEWAY DETAIL SIDEWALK AT CURB ALT 2
165
R/O/W
5 FT SIDEWALK
y " A � 4 FT PUBLIC
y w w w UTILITY BENCH
- - - - 4 ASPHALT 12" CULVERT WITH
FLARED END SECTION
SWALE DELINEATOR POST AT
CULVERT ENDS
" w SHOULDER'''
T�SAW CUT FOR PAVING JOINT
AT EXISTING ASPHALT
A
0 3' SAW CUT FOR PAVING JOINT
AT EXISTING ASPHALT
8% MAX 2% MIN EXISTING RURAL ROAD
12" CULVERT WITH 1 *4" ASPHALT
FLARED END SECTION * 6" CRUSHED BASE
SEE ROAD CONSTRUCTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS
Rpl..71nm A_A
&_qR!YEWAY DETAIL FOR RURAL ROAD
MINIMUM BACK OF CURB TO EDGE OF SIGN IN URBA
AREAS. IN RURAL AREAS MINIMUM EDGE OF PAVEMEP
TO EDGE OF SIGN. SIGN HEIGHT IN RURAL AREAS
SHALL BE MEASURED FROM EDGE OF PAVEMENT
'STOP' SIGN SIZED PER MUTCD
(MIN. 30")
2" GALVANIZED PERFORATED
SQUARE TUBING 12 GA STEEL
2 J° GALVANIZED ALL STREET NAME SIGNS SHALL BE 0.125 GAUGE FLAT ALUMINUM
PERFORATED SQUARE STOCK. ALL OTHER SIGN BLANKS SHALL BE 0.080 GAUGE FLAT
TUBING 12 GA STEEL WITH ALUMINUM STOCK.
CONNECTION MEETING MDT
BREAKAWAY REQUIREMENTS. STREET NAME SIGN BLANKS SHALL BE 9" IN HEIGHT. LENGTH SHALL
EMBED 2' WITH 2" BE DETERMINED BY THE STREET NAME. CORNER RADIUS SHALL BE 1.5°
EXPOSED
STREET SIGN SHALL BE WHITE ON GREEN ACCORDING TO MUTCD WITH
}" WHITE BORDER. LETTERING SHALL BE 6" HIGH IN CAPITAL LETTERS.
PREFIX & SUFFIX SHALL BE 4". LETTERING SHALL BE HWY B FONT.
�I ALL SIGN FACES SHALL BE 3M HIGH INTENSITY DIAMOND GRADE
N REFLECTIVE SHEETING OR APPROVED EQUAL.
STREET NAME SIGNS SHALL BE ATTACHED TO THE TOP OF THE SIGN
POST WITH A SQUARE CAP SIGN HOLDER WITH A 12" LONG MOUNTING
BRACKET. A 12" LONG 90" CROSSPIECE SHALL BE USED FOR DUAL
SIGN APPLICATIONS.
ST.,s STANDARD STREET SIGN DETAIL
166
4000 PSI CONCRETE
x
4 N
I
8 REINFORCED WITH 10/10 6x5 WWF
°o SUPPORTED WITH #3 REINFORCING BARS AT
SECTION A —A 48" ON CENTER EACH WAY ON 3" CHAIRS
ST.17 STREET INTERSECTION GUTTER DETAIL
� o �
PROPERTY
LINE
-----
2' WING AND
CURB TRANSITION ° °'' 24" x 6.0" CAST IN PLACE
REPLACEABLE TACTILE WARNING
SURFACE TILE, ADA SOLUTIONS, INC OR
APPROVED EQUAL, BRICK RED IN COLOR
1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR
BUILDINGS AND FACILITIES.
2, THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.33%).
3, THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (2%),
4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF
THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS.
5. ALTERNATE DESIGNS AND LOCATIONS SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILITIES
ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS
DEPARTMENT PRIOR TO START OF CONSTRUCTION.
6, PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE,
TYPICAL PEDESTRIAN RAMP DETAIL
167
'PROPERTY'
v
2' WING AND
CURB TRANSITION
r� 24" x 60" CAST IN PLACE
REPLACEABLE TACTILE WARNING
SURFACE TILE, ADA SOLUTIONS, INC
OR APPROVED EQUAL,
BRICK RED IN COLOR
1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR
BUILDINGS AND FACILITIES.
2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12 (8.33%).
3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (2%).
4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF
THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS.
5. ALTERNATE DESIGNS AND LOCATIONS SHALL MEET THE REQUIREMENTS OF THE AMERICANS WITH DISABILITIES
ACT/ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES AND SHALL BE APPROVED BY THE PUBLIC WORKS
DEPARTMENT PRIOR TO START OF CONSTRUCTION.
6. PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE.
ST.,sTYPICAL COLLECTOR PEDESTRIAN RAMP DETAIL
60" x 24" CAST IN PLACED\
REPLACEABLE TACTILE WARNING SURFACE
TILE, ADA SOLUTIONS, INC. OR APPROVED
EQUAL BRICK RED IN COLOR
RETROFIT AREA
1. PEDESTRIAN RAMPS SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT/ACCESSIBILITY GUIDELINES FOR
BUILDINGS AND FACILITIES.
2. THE LEAST POSSIBLE SLOPE SHALL BE USED FOR PEDESTRIAN RAMPS. THE MAXIMUM SLOPE SHALL BE 1:12
3. THE CROSS SLOPE SHALL BE NO GREATER THAN 1:48 (2%).
4. A LANDING AREA THE WIDTH OF THE RAMP AND AT LEAST 36 INCHES IN LENGTH SHALL BE PROVIDED AT THE TOP OF
THE RAMP. SLOPE OF THE LANDING SHALL NOT EXCEED 1:48 (2%) IN ALL DIRECTIONS.
5. IN INSTANCES WHEN IT WILL BE TECHNICALLY INFEASIBLE FOR A PEDESTRIAN RAMP TO BE CONSTRUCTED TO FULL AND
STRICT COMPLIANCE WITH ADA STANDARDS, THE PEDESTRIAN RAMP MUST BE INSTALLED TO PROVIDE ACCESSIBILITY TO
THE MAXIMUM EXTENT FEASIBLE. ALTERNATIVE DESIGNS SHALL BE APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOI
TO CONSTRUCTION.
6. PEDESTRIAN RAMPS SHALL BE A MINIMUM OF 60 INCHES WIDE.
ST.20 RETROFIT PEDESTIAN RAMP DETAIL
168
DESIGN TOP OF CURB GRADE 0.2 FT BELOW
0.2 FT BELOW DESIGN PAVEMENT GRADE PAVEMENT GRADE
TOP OF CURB GRADE 0.2 FT BELOW DESIGN
TOP OF CURB GRADE
(SET TO LONGITUDINAL
STREET GRADE)
000000000
00W00000
N
1. REINFORCE CONCRETE WITH 10/10 6 X 6 WWF
4' 4' 4' SUPPORTED WITH #3 REINFORCING BARS AT 48" ON
T ' CENTER EACH WAY ON 3" HIGH CHAIRS
2- CONSTRUCT PRIOR TO PAVING.
ST.21 CONCRETE CURB INLET APRON DETAIL
IVIVV Uvll RLIL
,LVE COLLAR ALTERNATE
)UARE CONCRETE
�LVE COLLAR
#4 REBAR CENTER
HORIZ. AND VERT.
VALVE BOX
NTROL JOINT, TYP
OF 4
o^IIND ---
HOLE COLLAR ALTERNATE
)UARE CONCRETE
aNHOLE COLLAR
MANHOLE RING
AND CASTING
3 REBAR CENTER
]RIZ. AND VERT,
TROL JOINT, TYP
PLAN VIEW
TYPICAL ROAD SECTION PER
TRENCH DETAIL
12" MIN VALVE BOX
CONCRETE VALVE
z BOX COLLAR
g z #4 REBAR CENTER
HORIZ, AND VERT,
TYPICAL ROAD SECTION PER
TRENCH DETAIL
18" MIN CONCRETE MANHOLE
COLLAR
I waHol� Pork � 3/8"
z
#4 REBAR CENTER
_ HORIZ. AND VERT.
SECTION VIEW
NOTE:
1. ALL VISIBLE EDGES AND JOINTS SHALL BE ROUNDED WITH A 1/4" RADIUS EDGING TOOL.
2. CONCRETE SHALL BE M-4000 WITH 3/4" MAX. AGGREGATE, MIN. 28 DAY STRENGTH OF 4000 PSI, 6% +/-
1.5% AIR ENTRAINMENT AND MAX SLUMP OF 4".
3. ALL JOINTS SHALL BE SAW CUT.
sT.22 CONCRETE COLLAR DETAILS
169
•EASEMENT w
r w
w r w r
w 6 FT
BOULEVARD
a W W wow,
rrrr r
{-��
ww wwwr�
/ w
STORMWATER
CATCH rl
BASIN,
TYP. . 1
f w r
yQr
EE LOCAL 57REEf
w
Y
n
ECTION FOR ROAD
w a
'
w w
R47
SE CONSTRUCTION
w
$AC
L w
a
wf
d' J
��rr
w
�U23
w ri rrf/
y
NT R LINEFILL
10 FT EASEME
— � 5' x 5'
€ASEMENT�.W.w. STREET kND •.�.•4•.-.•
STOP SIGN, TYP
.S EW LK'
a N V~7 a a a a
v � v
$$ S$ S$ SS
ADA SIDEWALK
Q SEE ROAD CONSTRUICTION GENERAL NOTES FOR MATERIAL SPECIFICATIONS RAMP, TYP.
JTILITY NOTE:
ALL NEW UTILITIES SHALL BE PLACED UNDERGROUND. EXCEPT FOR SEWER AND WATER, UNDERGROUND
UTILITIES, IF PLACED IN RIGHT OF WAY OR EASEMENT SHALL BE LOCATED BETWEEN THE BACK OF SIDEWALK
AND EASEMENT LINE. NO UNDERGROUND UTILITIES SHALL BE PLACED IN THE BOULEVARD BETWEEN THE
BACK OF CURB AND SIDEWALK.
CST23�-LOCAL STREET CUL-DE-SAC
170