HomeMy Public PortalAboutOrdinance 389TOWN OF FRASER
ORDINANCE NO. 389
Series 2012
AN ORDINANCE ADOPTING MINIMUM DESIGN CRITERIA AND CONSTRUCTION
STANDARDS FOR STREETS AND ROADWAYS, WATER, SANITARY SEWER AND
STORMWATER UTILITIES AND CERTAIN PRIVATE INFRASTRUCTURE,
INCORPORATING SUCH STANDARDS INTO A NEW CHAPTER 14 OF THE
MUNICIPAL CODE OF THE TOWN OF FRASER, COLORADO, AMENDING THE
GENERAL APPLICATION POLICIES PROVIDED IN THE CODE, AND PROVIDING
PENALTIES FOR VIOLATIONS THEREOF.
WHEREAS, pursuant to Colorado Revised Statutes, Title 31 and other
provisions thereof, the Board of Trustees of the Town of Fraser has the authority to
establish and regulate public streets and rights of way and public utilities, and to adopt
building and other regulations applicable within the Town; and
WHEREAS, the Board of Trustees, by Ordinance No. 359, Series 2009, has
previously adopted design and construction standards for streets and roadways, water
utilities, sanitary sewer, storm drainage facilities; and
WHEREAS, the Board of Trustees has reviewed proposed amended Minimum
Design Criteria and Construction Standards pertaining to such matters and other
related matters within the jurisdiction of the Town of Fraser; and
WHEREAS, the Board wishes to incorporate such Standards into the Fraser
Municipal Code in order to integrate such Standards with other provisions of the Code
and to facilitate convenient access thereto; and
WHEREAS, the Board of Trustees finds and determines that said Minimum
Design Criteria and Construction Standards are reasonable and necessary to protect
and preserve the health, safety and welfare of the citizens of the Town of Fraser,
Colorado; and
WHEREAS, the Board further finds that it is necessary and appropriate to
amend the general application polices provided in the Code, in order to insure that
application fees and other costs incurred by the Town in processing applications are
fully paid by the applicant benefited thereby.
NOW THEREFORE, BE IT ORDAINED BY THE BOARD OF TRUSTEES OF THE
TOWN OF FRASER, COLORADO, AS FOLLOWS:
PART 1: AMENDMENT OF MUNICIPAL CODE.
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1_1 The Code of the Town of Fraser, Colorado (herein sometimes referred to as
the "Municipal Code"), is hereby amended by adding a new Chapter, to be numbered
"Chapter 14 - Minimum Design Criteria and Construction Standards", which shall read
as set forth in Exhibit "A" attached hereto and incorporated herein by this reference.
1_2 Said Chapter 14 and the Minimum Design Criteria and Construction
Standards set forth therein shall be published in pamphlet form and made available to
the public at cost, and said Chapter 14 shall also be published as part of the Municipal
Code available on the Town of Fraser website.
1.3 Chapter 1, Article 3, Section 1-3-70 of the Municipal Code is hereby
amended in its entirety to read as follows:
Sec. 1-3-70. General application policies.
The following general policies shall apply to all applications for permits or other
approvals required under the provisions of this Code, unless different requirements,
which are inconsistent with the following, are specified under the provisions of this
Code for a particular type of application:
(1) No application will be considered complete until all prescribed fees and
deposits have been paid.
(2) Application fees: Application fees are established and modified from time
to time by the Board of Trustees and are set forth in the current fee schedule
approved by the Board. Such application fees are intended to defray the
administrative expenses of processing applications attributable to the use of Town
employee time and Town facilities. No part of an application fee shall be refunded
on account of any denial, partial processing or withdrawal of part or all of the
application.
(3) Processing fees: In addition to application fees, the applicant shall pay all
costs relating to the processing of the application, including the costs of
publication for each publication required. If republication is necessary due only to
Town error, the Town will pay the costs of republication. The applicant shall also
pay the costs for mailing notification of the application to adjacent or surrounding
property owners, if required. The applicant shall pay any and all recording fees
relating to the application or approval thereof and all inspection fees relating to the
application or administration of the permit or other approval.
(4) Additional costs: The applicant shall pay for any additional costs incurred
by the Town for the services of outside professionals, consultants or other review
agencies, other than Town staff (including without limitation, attorneys, engineers
and outside planning consultants), during the review and consideration of an
application. The Town will send invoices to the applicant for expenses incurred as
the Town is billed, which shall be paid by the applicant within the time prescribed
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in the invoice. Any amounts not paid when due shall accrue interest at the rate of
one and one half (1.5%) percent per month, not to exceed eighteen (18%) percent
per annum.
(5) Deposit: The Town may require the applicant to provide a cash deposit, in
an amount specified in the fee schedule established by the Board of Trustees, to
secure payment of the anticipated processing fees and additional costs related to
the application not covered by the application fee. The Town may draw upon this
deposit to pay such fees and costs and may also suspend further proceedings or
reviews related to the application for any delinquent account until the applicant
pays the amount necessary to reinstate the full amount of the cash deposit. Any
delinquent account related to an application shall be sufficient grounds for denial
of the application. Any unused portion of such deposit remaining after completion
or termination of the application and payment of any outstanding invoices shall be
refunded to the applicant. No interest will accrue on the deposit.
(6) All outstanding fees, taxes and invoices shall be paid in full prior to final
approval of the application or issuance of the applicable permit, certificate or other
approval document. Deposit shall be held for ninety (90) days after approval to
cover any outstanding invoices related to the application.
(7) In the event of non-payment of fees, costs or other charges owed, the
Town shall have the right to file a legal action to collect any balance due to the
Town, plus its costs of collection, including reasonable attorney's fees, against the
applicant and/or the owner of the property that is the subject of the application.
The amount of such unpaid fees, costs and other charges owed to the Town shall
constitute a lien upon any property that is the subject of the application, and the
Town may certify to the County Treasurer any amount due for collection in the
same manner as other property taxes are collected.
(8) The Town shall reserve the right to revoke or suspend any permit,
certificate or other approval issued hereunder if the work or activity undertaken
pursuant thereto is not done in accordance with the approved terms.
PART 2: PENALTY CLAUSES. The following section of the Code of the Town of
Fraser, Colorado, contains penalty clauses applicable to violations of this Ordinance,
and such section is herewith set forth in full and hereby enacted:
Sec. 1-4-10. General penalty for violation.
It shall be unlawful for any person to violate, disobey, omit, neglect, refuse
or fail to comply with or resist the enforcement of any provision of this Code; and
where no specific penalty is provided therefore, the violation of any provision of
this Code shall be punished by a fine not exceeding one thousand dollars
($1,000.00), by imprisonment for a term not exceeding one (1) year, or by both
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such fine and imprisonment. Each day such violation continues shall be
considered a separate offense
PART 3: REPEAL. The provisions now contained in Chapter 11, Article 2, of the
Municipal Code are hereby repealed. In addition, any and all existing ordinances or
parts of ordinances of the Town of Fraser covering the same matters as embraced in
this Ordinance are hereby repealed and all ordinances or parts of ordinances
inconsistent with the provisions of this ordinance are hereby repealed; provided,
however, that such repeal shall not affect or prevent the prosecution or punishment of
any person for any act done or committed in violation of any ordinance hereby repealed
prior to the taking effect of this Ordinance.
PART 4: SEVERABILITY. If any section, subsection, sentence, clause or phrase of
this Ordinance or the said Codes adopted herein is, for any reason, held to be invalid or
unconstitutional, such decision shall not affect the validity or constitutionality of the
remaining portions of this Ordinance or said Codes. The Town of Fraser hereby
declares that it would have adopted this Ordinance and said Codes, and each section,
subsection, clause or phrase thereof, irrespective of the fact that any one or more
sections, subsections, sentences, clauses and phrases thereof be declared invalid or
unconstitutional.
PART 5: EFFECTIVE DATE. This Ordinance shall take effect thirty (30) days after
passage, adoption and publication thereof as provided by law. This Ordinance shall be
published (in fulll fbv title onlyl.
READ, PASSED, ADOPTED AND ORDERED PUBLISHED BY THE BOARD OF
TRUSTEES AND SIGNED THIS 1st DAY OF FEBRUARY, 2012.
Votes in favor:
Votes opposed: r,,�,_
Votes abstained: _CL_
BOARD OF TRUSTEES OF THE
TOWN OF FRASER, COLORADO
BY:
c
Fran Cook, Mayor
y
Lu Berger, •C%rk
Published in the Middle Park Times on a� - 1
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MINIMUM DESIGN CRITERIA
_►D
CONSTRUCTION STANDARDS
❖ Water System
❖ Sanitary Sewer System
❖ Street and Roadway System
❖ Stormwater System
❖ Private Infrastructure
TOWN OF FRASER, COLORADO
2011
TABLE OF CONTENTS
LIST OF ATTACHMENTS................................................................................................................4
ARTICLE 1
GENERAL PROVISIONS
Sec 14-1-10.
Standards Adopted
Sec 14-1-20.
Compliance Required
Sec 14-1-30.
Security for Access Permits
Sec 14-1-40.
Security for Improvements Agreements
Sec 14-1-50
Penalties; Enforcement
PART 1: DRAWINGS AND SUBMITTALS
CHAPTER 1
- PLAN SUBMITTAL REQUIREMENTS......................................................................5
Section1.1 -General
......................................................................................................................5
Section 1.2 -
Preliminary Construction Plan Submittal......................................................................5
Section 1.3 -
Final Construction Plan Submittal................................................................................6
Section1.4 -
Construction...............................................................................................................
7
Section 1.5 -
As -Built Plan Submittal................................................................................................7
CHAPTER 2
- DRAWING REQUIREMENTS...................................................................................8
Section 2.1 -
Construction Plans......................................................................................................8
Section 2.2 -As-Built
Drawings......................................................................................................10
PART 2: PUBLIC INFRASTRUCTURE
CHAPTER 3
- STREET AND ROADWAY SYSTEM DESIGN........................................................11
Section 3.1 -
Basic Design Policies................................................................................................11
Section 3.2 -
Trip Generation.........................................................................................................12
Section 3.3 -
Street/Road Classifications........................................................................................12
Section 3.4 -
Horizontal Alignment.................................................................................................13
Section 3.5 -
Cross Sections..........................................................................................................14
Section 3.6 -
Vertical Alignment.....................................................................................................15
Section 3.7 -
Intersections..............................................................................................................16
Section 3.8 -
Pedestrian Facilities..................................................................................................17
Section 3.9 -
Signage and Striping.................................................................................................18
Section 3.10
- Traffic Impact Analysis(TIA)....................................................................................18
Section 3.11
- Traffic Impact Study (TIS)........................................................................................19
Section 3.12
- Pavement Design....................................................................................................20
Section3.13
- Grading...................................................................................................................21
CHAPTER 4
- WATER SYSTEM DESIGN.....................................................................................21
Section4.1 -
General.....................................................................................................................21
Section 4.2 -
Basic Design Policies................................................................................................22
Section 4.3 -Water
System Hydraulic Model.................................................................................22
Section 4.4 -
Required Easements.................................................................................................23
Section 4.5 -Water
System Infrastructure......................................................................................23
Section 4.6 -
Potable Water Distribution System............................................................................24
CHAPTER 5
- SANITARY SEWER SYSTEM DESIGN..................................................................32
Section5.1 -
General.....................................................................................................................32
Section 5.2 -
Basic Design Policies................................................................................................32
Section 5.3 -
Required Easements.................................................................................................32
Section 5.4 -
Sanitary Sewer Collection System.............................................................................32
Section 5.5 -
Flushing and Leak Testing........................................................................................39
CHAPTER 6
- STORMWATER SYSTEM DESIGN........................................................................44
Section6.1
- General.....................................................................................................................44
Section 6.2
- Basic Design Policies................................................................................................44
Section 6.3
- Required Easements.................................................................................................44
Section 6.4
- Storm Sewer Piping and Manholes............................................................................44
Section 6.5
- Storm Sewer Inlets....................................................................................................45
Section 7.5 -
Section6.6
- Culverts.....................................................................................................................45
Section 7.6 - Street Intersections...................................................................................................46
Section 6.7
- Bridge and Box Culvert Design..................................................................................46
Pedestrian Facilities..................................................................................................46
PART 3: PRIVATE INFRASTRUCTURE
CHAPTER 7
- STREET AND DRIVEWAY DESIGN.......................................................................46
Section 7.1 -
Basic Design Policy and Permitting...........................................................................46
Section 7.2 -
Street/Driveway Classifications.................................................................................46
Section 7.3 -
Street Horizontal and Vertical Alignment...................................................................46
Section 7.4 - Street Cross Sections................................................................................................46
Landscaping Specifications........................................................................................
Section 7.5 -
Individual Driveway Cross Section.............................................................................46
- TRENCHING, BEDDING AND BACKFILL.............................................................58
Section 7.6 - Street Intersections...................................................................................................46
Section 11.1 -
Section 7.7 -
Pedestrian Facilities..................................................................................................46
Section11.2 -
Section 7.8 -
Signage and Striping.................................................................................................46
Section 11.3 -
Section 7.9 -
Pavement Design......................................................................................................46
CHAPTER 12
Section7.10
- Grading...................................................................................................................46
Section 12.1 -
Section7.11
- Structures................................................................................................................46
Section7.12
- Culverts...................................................................................................................46
Section 7.13
- Revegetation, Erosion and Sediment Control..........................................................47
Section 7.14
- On-site Snow Storage.............................................................................................47
CHAPTER 8
-WATER SERVICE LINE STANDARDS...................................................................47
Section8.1 - General.....................................................................................................................47
Section 8.2 -
Potable Water Services.............................................................................................47
Section8.3 - Construction..............................................................................................................50
Section 8.4 -
Service Line Connection............................................................................................51
Section 8.5 -
As -Built Documentation.............................................................................................51
Section 8.6 -
Abandonment of Existing Service Lines....................................................................51
CHAPTER 9
- SANITARY SEWER SERVICE LINE STANDARDS................................................52
Section9.1 - General.....................................................................................................................52
Section 9.2 - Sanitary Sewer Services..........................................................................................
52
Section9.3 - Construction..............................................................................................................54
Section 9.4 -
Service Line Connection............................................................................................54
Section 9.5 -
As -Built Documentation.............................................................................................55
Section 9.6 -
Abandonment of Existing Service Lines....................................................................55
PART 4: GENERAL
CHAPTER 10 -OTHER UTILITIES, EXTERIOR LIGHTING AND LANDSCAPING
3
SPECIFICATIONS.................................................................................................55
Section 10.1 -
Underground Dry Utilities........................................................................................55
Section 10.2 -
Aboveground Utilities...............................................................................................57
Section 10.3 -
Exterior Lighting Specifications...................................................................................
Section 10.4 -
Landscaping Specifications........................................................................................
CHAPTER 11
- TRENCHING, BEDDING AND BACKFILL.............................................................58
Section 11.1 -
Trench Zones..........................................................................................................58
Section11.2 -
Material...................................................................................................................58
Section 11.3 -
Bedding and Backfill Installation..............................................................................60
CHAPTER 12
- ROAD AND TRAIL CUT STANDARDS AND REGULATIONS...............................61
Section 12.1 -
Permit and Regulations...........................................................................................61
3
Section 12.2 —
General Policies......................................................................................................62
A-2
Section 12.3 —
Traffic Control..........................................................................................................62
As -Built Plan Required Information (Street and Storm Drainage Systems)
Section 12.4 —
Inspection and Warranty..........................................................................................63
A-5
Section 12.5 —
Emergency Conditions............................................................................................63
Cross -Section for Arterial Street
CHAPTER 13
— REVEGETATION, EROSION AND SEDIMENT CONTROL..................................63
A-8
Section13.1 —
Introduction.............................................................................................................63
Cross -Section for Private Street
Section 13.2 —
Regulatory Requirements........................................................................................63
A-11
Section13.3 —
Revegetation..........................................................................................................
63
Section13.4 —
Rip Rap...................................................................................................................64
A-14
CHAPTER 14
— PUBLICATIONS, REFERENCES AND DESIGN AIDS..........................................64
Drive Cuts
CHAPTER 15
— VARIANCE REVIEW PROCEDURE.....................................................................65
A-17
CHAPTER 16
— DEFINITIONS.......................................................................................................65
Water Main and Service Line Bedding and Backfill Detail
LIST OF ATTACHMENTS
ATTACHMENT NO. TITLE
A-1
Approval Block
A-2
As -Built Plan Submittal Block
A-3
As -Built Plan Required Information (Street and Storm Drainage Systems)
A-4
As -Built Plan Required Information (Water and Sanitary Sewer Systems)
A-5
Utility Easement Widths
A-6
Cross -Section for Arterial Street
A-7
Cross -Section for Collector Street
A-8
Cross -Section for Local Street
A-9
Cross -Section for Private Street
A-10
Cross -Section for Private Shared Drive
A-11
Curb and Gutter
A-12
Cul -de -Sac and Turnarounds for Streets
A-13
Sidewalks and Trails
A-14
Handicap Ramps
A-15
Drive Cuts
A-16
Fire Hydrant Detail
A-17
Tracer Wire Detail
A-18
Water Main and Service Line Bedding and Backfill Detail
A-19
Polyethylene Wrap Detail
A-20
Concrete Thrustblocks
A-21
Mechanical Joint Restraint Details
A-22
Length of Restrained Pipe
A-23
Pipe Crossing Detail
A-24
Pipe Encasement Detail
A-25
Bore Casing Detail
A-26
Locking Valve Box Detail
A-27
Manhole/Structure/Valve Box Placement — Shoulder Area
A-28
Valve Box Concrete Collar Detail
A-29
Structure/Manhole Concrete Collar Detail
A-30
Optional Manhole/Structure Adjustment Detail
A-31
Air Release Valve Structure
A-32
Underground PRV Vault — Plan View
A-33
Underground PRV Vault — Section View
4
A-34
Water Service Line and Curb Stop
A-35
Water Meter Assembly Installation
A-36
Water Well Meter House Elevations
A-37
Water Well Meter House Floor Plan and Foundation
A-38
Sewer Main and Service Line Bedding & Backfill Detail
A-39
Standard Precast Concrete Manhole
A-40
Shallow Precast Concrete Manhole
A-41
Drop Precast Concrete Manhole
A-42
Sewer Service Line Connection Detail
A-43
Sewer Service Line Cleanout Detail — Unpaved Location
A-44
Sewer Cleanout Collar Detail — Paved Location
Article 1 General Provisions
Sec. 14-1-10. Standards Adopted.
(a) The Board of Trustees has adopted the Minimum Design Criteria and Construction Standards
("Standards") set forth in this Chapter, to govern various aspects of development and
construction within the Town of Fraser. Presented in these Standards are the minimum design
and technical criteria for the design and construction of additions and modifications to the
following:
(1) Water System;
(2) Sanitary Sewer System;
(3) Street and Roadway System;
(4) Stormwater System;
(5) Private Infrastructure.
(b) Such Standards are applicable within the Town according to their terms and as provided in this
Code. References in other parts of this Code to design criteria or construction standards shall be
deemed to refer to the criteria and standards contained in this Chapter, unless the context
otherwise requires.
Sec. 14-1-20. Compliance Required.
Among other things, such Standards specify minimum design requirements for water and sanitary
sewer facilities, streets, driveways, drainage facilities, utilities, and other public and private
facilities, and include permit and fee requirements for driveway construction and excavations or
installations in public streets or rights-of-way. All persons undertaking any activities that are
subject to such Standards are required to fully comply with all such Standards and requirements.
Sec. 14-1-30. Security for Access Permits.
(a) In cases involving driveway construction, excavations or installations in public streets or rights-of-
way or other instances where an access permit is required pursuant to such Standards, as a
condition of issuance of such permit, the applicant shall provide to the Town a cashier's check or
letter of credit in such amount as is established from time to time by ordinance or resolution
adopted by the Board of Trustees, to be held as security for proper completion of the excavation
work provided in the permit. The formula established by the Board of Trustees for determining the
amount of financial security required is set forth in Appendix A to this Code. The Board of
Trustees authorizes the Town staff to accept financial security provided in accordance with said
formula and to approve the form of security, unless, in the Town staffs judgment, special
circumstances require review by the Board of Trustees.
(b) In the event the permittee fails to complete the work provided in the permit or fails to correct any
deficiency found to exist during the warranty period provided in the Standards, then the Town
may utilize all or a portion of such security as necessary to complete the work or correct the
deficiency, including payment of all administrative costs and reasonable attorney fees incurred by
the Town as a result of such failure.
(c) After expiration of all warranty periods, and provided that the work has been completed in
accordance with the permit, the remaining balance of said security, if any, shall be refunded or
released.
(d) As a condition of issuance of an access permit, the permittee shall agree to indemnify and hold
harmless the Town against any and all damages or claims for damages, losses, costs, charges or
expenses, that may be brought against it by any person by reason of the work performed
pursuant to the permit, and against any losses or expenses, including reasonable attorney fees,
incurred by the Town by reason of such work. The Town may draw upon the cashier's check or
letter of credit deposited by the permittee to pay any such claims, damages, losses and
expenses, and the permittee shall be liable to the Town for any amounts not covered by such
security.
Sec. 14-1-40. Security for Improvements Agreements.
(a) In cases involving infrastructure construction, not associated with a subdivision, an Improvement
Agreement (IA) is required. An IA is a written contract between the Town and the applicant
providing for construction of improvements, with collateral security to guarantee completion of
such improvements. Such agreement shall set forth construction specifications, dates for
completion, cost estimates, terms and conditions for the acceptance of improvements, the form of
security and any other provisions or conditions deemed necessary by the Board of Trustees to
ensure that all improvements will be completed in a timely, quality and cost-effective manner.
The agreement shall be recorded in the office of the Grand County Clerk and Recorder and shall
run with the land and bind all successors, heirs and assignees of the applicant.
(b) The provisions of the Fraser Subdivision Regulations, as contained in Chapter 17 of the Fraser
Municipal Code, and particularly Article 6 of that Chapter, as such regulations may be amended
from time to time by Fraser, shall govern with respect to the inspection and acceptance of the
Secured Improvements, the deposit, use and release of collateral securing completion of the
Secured Improvements, and all other matters relating to applicant's obligation with respect to the
Secured Improvements.
Sec. 14-1-50. Penalties; Enforcement.
(a) Every person convicted of a violation of any provision of this Chapter shall be punished as set
forth in Section 1-4-10 of this Code.
(b) Town staff are authorized to withhold or revoke any permits, certificates, or other approvals for
any construction or activity which is not in compliance with the provisions of this Chapter.
(c) In addition to other remedies provided by law, the Board of Trustees may authorize appropriate
actions and proceedings in law or in equity to prevent any violation of the provisions of this
Chapter, to prevent unlawful construction, to recover damages, to restrain, correct or abate a
violation and to prevent illegal occupancy of a building, structure or premises.
PART 1: DRAWINGS AND SUBMITTALS
CHAPTER 1 - PLAN SUBMITTAL REQUIREMENTS
1.1 GENERAL
Per the Subdivision Regulations of the Town of Fraser (hereinafter referred to as "Fraser" or "the Town"),
all subdivision design and improvements shall be in accordance with the Town of Fraser Minimum
Design Criteria and Construction Standards, current adopted version, and shall be prepared, signed and
sealed by a Professional Engineer, licensed by the State of Colorado, who prepared and/or directed
preparation of the construction plans.
The project design and construction must also comply with all applicable federal, state and local
regulations, (including but not limited to, Occupational Safety and Health Administration (OSHA)
standards and the Federal Highway Administration (FHWA) Manual on Uniform Traffic Control Devices
(MUTCD) requirements) and shall be in accordance with the minimum standards of other applicable
regulatory agencies and service providers. Review and approval of local facility designs by Fraser, its
Engineer, or other agencies shall not relieve the Engineer of Record from responsibility for adequate
design.
If the Town determines that it is in Fraser's best interest to oversize a waterline or sanitary sewer line
through any development to ultimately serve future development, Fraser may require such oversizing as
a condition of development/plan approval. The terms and conditions of payment for and/or cost sharing
of such oversizing shall be addressed by separate agreement.
1.2 PRELIMINARY CONSTRUCTION PLAN SUBMITTAL
Construction plans at the preliminary plan submittal stage must contain sufficient information and detail
to determine that all Town standards can be satisfied. Three (3) copies of the submittal shall be provided.
The Town and/or its Engineer may require additional copies, documentation, or calculations if necessary
in order to complete its review. Each submittal shall, at a minimum, contain the information required by
these standards and the Fraser Subdivision Regulations, although additional information may be
required at the discretion of the Town.
1.2.1 Construction Plans
See Section 2.1 - Construction Plans for requirements.
1.2.2 Survey Plat
A survey plat shall be submitted, if a preliminary plat is not required, along with the
construction plans. The survey plat or preliminary plat shall indicate all existing right-of-way,
adjacent property ownership, easements and other information critical to the design.
1.2.3 Preliminary Geotechnical Report
The Preliminary Geotechnical Report shall include a representative number of test bore
locations and provide site soil conditions based on those test locations. The Geotechnical
Report shall include recommendations and opinions on adequacy for the intended use of
site(s) to be developed by the proposed grading as affected by soils engineering factors,
including the stability of slopes. The Geotechnical Report shall also include soil testing for
corrosiveness (soil resistivity testing) for each test location and recommendations to protect
ductile iron pipe, fittings, valves, and other metallic elements from corrosive deterioration.
1.2.4 Traffic Impact Analysis (T.I.A) and/or Traffic Impact Study (T.I.S.)
A Traffic Impact Analysis and/or Traffic Impact Study shall be required for all developments
proposing ADTs > 400. The Town, at its discretion, may waive such requirement.
1.2.5 Phasing Plan
A phasing plan shall identify all improvements necessary for the project build -out condition
and those improvements proposed to be constructed under each phase.
1.2.6 Water Line Layout Plan and Fire Flow Requirements
For a new development, a Water Line Layout Plan, including horizontal and vertical detail,
shall be submitted in a digital AutoCAD format acceptable to the Town. The fire flow
requirements for the proposed building product type within a development shall be submitted
with the plan. This data will be entered into the Town's hydraulic water model to determine
infrastructure requirements. All improvements shall be designed in accordance with the
modeling results.
For a development within an area where infrastructure currently exists, any upgrades required
to the water system in order to provide adequate water service and fire flows for the proposed
development shall be constructed by the Applicant.
See Chapter 4 - Water System Design for requirements.
1.2.7 Sanitary Sewer Line Layout Plan
For a new development, a Sanitary Sewer Line Layout Plan, including horizontal and vertical
detail, shall be submitted in a digital AutoCAD format acceptable to the Town. The sanitary
sewer hydraulic loading demands for the development shall be submitted with the plan. The
capacity of the proposed and existing downstream infrastructure will be analyzed using this
data to determine infrastructure requirements. All improvements shall be designed in
accordance with the results of this analysis.
For a development within an area where infrastructure currently exists, any upgrades required
to the sanitary sewer system in order to provide adequate sewer service for the proposed
development shall be constructed by the Applicant.
See Chapter 5 — Sanitary Sewer System Design for requirements.
1.3 FINAL CONSTRUCTION PLAN SUBMITTAL
Final construction plans shall contain sufficient information to complete the construction of necessary
improvements in accordance with these standards and the Fraser Subdivision Regulations. Three (3)
copies of the submittal shall be provided. The Town and/or its Engineer may require additional plan
copies, documentation or calculations, depending on the complexity of the application.
All submittals shall, at a minimum, contain the following information:
1. Final Construction plans shall include all plan and profile sheets.
See Chapter 2 - Drawing Requirements.
2. Final Geotechnical Report.
The cover sheet of each final design drawing set shall have an "approval block" affixed thereto which
provides for signatures of authorized representatives of Fraser and the Town Engineer prior to
construction. The "approval block" shall be a facsimile of that appended in Attachment A-1 - Approval
Block. Final drawings for any public improvements submitted for approval signatures shall be signed and
sealed by a Professional Engineer, licensed by the State of Colorado. Two (2) sets of the final
construction documents including original signatures, seals and date from the Engineer of Record and
two (2) electronic copies; each including one (1) PDF copy (with signatures and seals) and one (1)
AutoCAD copy (format acceptable to the Town) shall be delivered to the Town within fifteen (15) days
after acceptance of the final design and prior to commencement of work to install the improvements.
The PDF and AutoCAD file copies can be recorded on the same disk, so that only two disks are required
for submittal. Construction shall not begin until the design documents have been approved by the Town,
the required final plans submitted to the Town, and the approval block signed by all parties.
1.4 CONSTRUCTION
The Applicant is responsible for all necessary permits and regulatory compliance (federal, state and
local) for construction. The construction contractor(s) shall have a copy of the executed, approved
construction plans in their possession at the construction site for the duration of the project.
At any time during construction, should site conditions require modification to the approved plans, the
Applicant shall notify the Town of the proposed change. All field modifications shall be reviewed and
approved by the Town prior to construction.
Any request for changes to the approved construction plans which do not change the intent of the design
of the project may be agreed upon by the Applicant and the Town. Approval of said changes can be
made in the field and signed off on all approved sets of construction plans.
Construction of, or affecting, any public infrastructure is prohibited between October 15th and April 15th
unless otherwise approved by the Town.
1.5 AS -BUILT PLAN SUBMITTAL
1.5.1 As -Built Plan Submittal
Preliminary acceptance As -Built plan submittal shall include the following:
1. Two (2) full size paper copies of the as -built plans in 24" x 36" format stamped and
signed by the Engineer of Record.
2. Two (2) electronic PDF copies of the preliminary as -built plans submitted with all
signatures and seals affixed.
Final acceptance As -Built plan submittal shall include the following:
1. Two (2) full size paper copies of the as -built plans in 24" X 36" format with all original
signatures and seals affixed.
2. Two (2) electronic copies of the final as -built plans submitted in AutoCAD.dwg or
AutoCAD.dxf format. The drawing shall be based or referenced to a known coordinate
system, not an assumed local coordinate system. The digital file shall utilize the
Colorado State Plane Coordinate System, in feet, North American Datum 1983 (NAD83)
for horizontal control and NAVD 88 for vertical control, whenever possible. If GPS is not
used, the Geographical Control Data Base (GCDB) should be used to obtain PLSS data
in NAD 83 datum. The GCDB is available from the BLM at www.blm.gov/gcdb. The
drawing shall include either a data dictionary to explain the layers, or a self-explanatory
layering system. A permanent survey benchmark shall be shown on the plans.
3. Two (2) PDF copies of the as -built plans with all signatures and seals affixed.
CHAPTER 2 - DRAWING REQUIREMENTS
2.1 CONSTRUCTION PLANS
Drawing size shall be 24" x 36" and shall contain a title block, sequentially numbered sheets, scale, north
arrow, date and the seal and signature of the Professional Engineer, licensed by the State of Colorado.
Existing and proposed contours shall be at one foot (1') minimum intervals. Other intervals may be
allowed and/or required by the Town, in developments with flat or steep terrain.
Electronic media shall be provided for updating and maintaining information in the Town's Geographic
Information System (GIS). The drawing shall be based or referenced to a known coordinate system, not
an assumed local coordinate system. The digital file shall utilize the Colorado State Plane Coordinate
System, in feet, North American Datum 1983 (NAD83) for horizontal control and NAVD 88 for vertical
control, whenever possible. If GPS is not used, the Geographical Control Data Base (GCDB) should be
used to obtain PLSS data in NAD 83 datum. The GCDB is available from the BLM at www.blm.gov/gcdb.
The drawing shall include either a data dictionary to explain the layers, or a self-explanatory layering
system. A permanent survey benchmark shall be shown on the plans.
2.1.1 Cover Sheet
The cover sheet shall include the following:
1. Certification that:
These construction plans for (name of development or project) were prepared by me
under my direct supervision in accordance with the requirements of the Town of Fraser
Minimum Design Criteria and Construction Standards.
Name of Engineer of Record
Name of Firm
The statement shall be signed and stamped by the Professional Engineer, licensed by
the State of Colorado, who prepared and/or directed preparation of the construction
plans.
2. A vicinity map, at an appropriate scale, which shows the location and name of key
arterial streets/roads in the vicinity of the proposed development.
3. Index of sheets.
4. Agency and emergency contacts list with names, phone numbers and email addresses.
5. A Utilities Notification Center of Colorado (UNCC) note with phone number (811) and
website to be included on all applicable plan sheets.
6. Approval signature blocks per applicable standards.
2.1.2 Plan and Profile Sheets
The plan shall include but not be limited to the following:
1. The scale shall be V=20'. A V=50' scale may be used upon written request and
approval of the Town.
2. Locations and dimensions of existing and proposed property lines, easements, and
rights-of-way.
3. Existing and proposed streets and roads shall be identified.
4. Survey line ties to section or quarter corners.
5. Waterline improvements shall be stationed using centerline of street stationing when the
design of the waterline and street are concurrent. If the waterline is constructed in an
open area or being installed under or adjacent to an existing street the stationing shall
follow the centerline of the waterline alignment.
6. Centerline stations shall be provided for all intersecting waterlines.
7. Sanitary sewer line improvements shall be stationed along the centerline of the sanitary
sewer line.
8. Existing and proposed street/road improvements, including shared driveways, sidewalk,
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curb, gutter, pavement limits, trails, bridges, culverts, guardrails, handicap ramps, etc. A
dashed line shall depict existing improvements and a solid line shall depict proposed
improvements.
9. Elevation and station shall be noted for all points of horizontal or vertical alignment
changes.
10. Match lines and consecutive sheet numbers.
11. Key map.
12. A legend to identify existing (dashed or thinner line weight and gray in color) and
proposed (solid, heavier line weight and black in color) utilities and structures, including
but not limited to: size, type, height, and location, as applicable.
water
fence lines
fire hydrants
ditches and/or swales
sanitary sewer
natural gas
storm sewer
electric
telephone
cable television
trash enclosures
signs
snow storage
guardrails
retaining walls
trees
13. Stations and critical elevations of all utility and drainage appurtenances.
14. All proposed water and sanitary sewer service line connections shall be shown on plans.
The length of each service line constructed shall also be shown.
15. Snow storage areas.
2.1.3 Profile Sheet(s)
The profile shall include, but not be limited to the following:
1. The vertical scale shall be 1" = 5'.
2. Existing (dashed or thinner line weight and gray in color) and proposed (solid, heavier
line weight and black in color) grades.
3. Continuous stationing for the entire portion of the improvements shown in the plan view
with the centerline station for all intersecting roadways and waterlines.
4. Existing (dashed) and proposed (solid) utilities.
2.1.4 Grading Plan
A construction sheet shall contain the proposed grading plan illustrating the extent and limits of
the land disturbance. The plan shall show existing site features and estimated quantities of cut -
and -fill, and shall depict existing and proposed contours, using a contour interval of one foot (1').
2.1.5 Drainage Plan
A construction sheet shall contain a preliminary drainage plan.
See Chapter 6 - Stormwater System Design.
2.1.6 Revegetation, Erosion and Sediment Control Plan.
A construction sheet shall contain a revegetation, erosion and sediment control plan.
See Chanter 13 - Reveaetation. Erosion and Sediment Control.
2.1.7 Signage and Striping Plan
A construction sheet shall contain the proposed signage and striping plan.
See Chapter 3 - Section 3.9, Signage and Striping.
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2.1.8 Detail Sheet(s)
Detail sheets shall be included within the plan set to include the pertinent details as depicted
in the attached drawings to these standards and any other details required to accurately and
completely detail all improvements included within the project.
2.2 AS -BUILT DRAWINGS
The as -built drawings shall identify and show all existing or abandoned utilities that were encountered
during construction that were not shown on the design plans or that were shown on the design plans
incorrectly, as well as any field modifications or other changes to the approved construction plans.
The method to show locations is by the use of centerline stations as depicted on the construction plans
with suitable distances and offsets given relative to these lines.
All elevation information shall be based upon an existing on-site benchmark as depicted on the approved
construction plans.
The as -built plan cover sheet shall include in large bold text "AS -BUILT PLANS" under the project name
title. The text "As -Built Plans" shall also be included on the lower right hand side of the cover sheet,
visible when the plans are rolled up. The standard plan approval block, Attachment A-1 - Approval Block
shall be removed from the title sheet and replaced with the as -built plan approval block as shown on
Attachment A-2 - As -Built Plan Submittal Block. As -Built plans shall be in conformance to the Attachment
A-3 - As -Built Plan Required Information (Street and Storm Drainage Systems) and Attachment A-4 - As -
Built Plan Required Information (Water and Sanitary Sewer Systems). As -Built information shall be
included on the electronic and paper copies.
The following information shall be shown/corrected on the As -Built Drawings:
2.2.1 Street and Roadway System
1. Locations of street and road centerline, intersection radii, edge of asphalt, edge of
gravel shoulder, and flowline of ditch, at fifty foot (50') maximum intervals, and at all
beginning and end of horizontal curves. Vertical information should be included in order
to determine centerline grades, cross -slope grades, superelevation rates, flowline
grades, and side slopes.
2. All existing infrastructure in the street including, but not limited to: drainage
appurtenances, vaults, manholes (both invert and rim elevations), inlets, catch basins,
water valves, fire hydrants, etc.
3. Guardrail locations, types and alignment.
4. Retaining wall top and bottom elevations, locations, type, height and alignment.
5. Clear zone obstructions location, type and alignment.
6. All signage within the right-of-way: size, location, type and alignment.
7. Public utility easements and street right -of way locations and widths. Dimension the
distance between the edge of right-of-way and the centerline of street improvements.
2.2.2 Waterline Improvements
1. Location of all waterline bends, tees, crosses and other underground fittings.
2. Location of the waterline from the edge of the street and from the boundary of the right-
of-way or easement.
3. Location of any specialty items such as fire hydrants, meter vaults, pressure reducing
valve (PRV) vaults, air release valve (ARV) vaults, couplings, etc.
4. Location of all valves, service lines and service line shut-off valves.
5. Note any right-of-way and easement information.
6. Note final invert elevations of all vertical bends with benchmark elevation referenced.
7. Note distance between the waterline and other underground utilities.
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8. Note length, size, and material of line as installed. Note pertinent inverts as needed to
clearly note final location of the waterline.
9. Note permanent easement monuments and property corners where used for ties.
10. Note the parcel lot number.
2.2.3 Sanitary Sewer Improvements
1. Manhole locations, types, rims and invert elevations.
2. Location of all service lines along the sewer line, location and elevation of the plugged
end of the service line and the slope of the installed service line.
3. Location of the sewer line from the edge of the street and from the boundary of the right-
of-way or easement.
4. Locations of any specialty items such as clean outs, manholes, etc.
5. Note any right-of-way and easement information.
6. Note final invert elevations with benchmark elevation referenced.
7. Note distance between the sewer line and other underground utilities.
8. Note length, size, and material of line as installed. Note pertinent inverts as needed to
clearly note final location of the sewer line.
9. Note permanent easement monuments and property corners where used for ties.
10. Note the parcel lot number.
2.2.4 Storm Drainage Improvements
1. Manholes/inlets/catch basin locations, types, rims and invert elevations.
2. Storm lines locations, materials, lengths, slopes, diameter, location of catch basins and
side sewer tees, and invert elevations.
3. Public utility easement locations and widths.
4. Retention/Detention system as -built volume of constructed system, pond storage and
construction limits, overflow elevations and locations, discharge orifice diameters and
locations. A certification letter is required from the Engineer of Record confirming that
the pond volume, surface elevations, outlet structure detail and orifice diameters meet
the design requirements and detail. The certification letter shall include the signature
and seal of the Engineer of Record.
5. Drainage swale location, width, depth, side slopes, lengths and elevations of inlet and
outlet locations.
2.2.5 Bridge and Box Culvert Structures
1. Horizontal and vertical dimensions, grade and layout of all structure components.
2. Structural steel reinforcing and construction joints within the structure.
3. Elevation of structural components and of stream bank, water surface at normal flow
condition and water surface at the calculated 100 -year flow event.
4. Guard rail location, types and alignment.
5. Location of all utility lines adjacent to and/or attached to the bridge structure.
6. All signage and lighting on or associated with the bridge structure.
PART 2: PUBLIC INFRASTRUCTURE
CHAPTER 3 - STREET AND ROADWAY SYSTEM DESIGN
3.1 BASIC DESIGN POLICIES
All new street designs and related information shall meet the minimum standards within the Town of
Fraser Minimum Design Criteria and Construction Standards. Any design standards not included within
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these Standards will be subject to the minimum standards set forth in the most current publications found
in Chapter 14 -„Publications, References and Design Aids and approved by the Town.
3.2 TRIP GENERATION
Average Daily Trip (ADT) generations for proposed development should be based on the type of
occupancy for which the development is designed and shall be formulated from the following:
DEVELOPMENT TYPE
Single Family
Multi Family
Commercial
Lodging
Restaurant
Convenience Store
TRIPS GENERATED
8 ADT/Unit
5 ADT/Unit
40 ADT/1000 Sq Ft
8 ADT/Occupied Room
30 ADT/1000 Sq Ft
150 ADT/1000 Sq Ft
Other uses not listed above shall use the Institute of Transportation Engineer's (ITE) Trip Generation
Manual for trip generation. Other acceptable data sources may be used in cases where the Trip
Generation Manual does not provide the information necessary.
3.3 STREET/ROAD CLASSIFICATIONS
The Town's streets/roads are classified according to function and ADT's. Functional classifications shall
be established by the Town in accordance with Table 3.3. The Applicant may be required to conduct
traffic counts to establish or change existing street classifications.
1. Arterial Streets/Roads
The arterial street/road system links towns and other large traffic generators with minimal
interference to through traffic movements and higher design speeds. The typical cross-section for
an arterial street / road is shown on Attachment A-6 — Cross -Section for Arterial Street.
2. Collector Streets/Roads
Collector streets/roads provide a link between arterial streets/roads and local streets. More
moderate speeds are typical on collector streets/roads. The typical cross-section for a collector
street/road is shown on Attachment A-7 — Cross -Section for Collector Street.
3. Local Streets
Local streets primarily provide access from collector and arterial streets/roads to adjacent
neighborhoods and other developments. A local street is a street whose primary function is to
provide access to residences, businesses or abutting property rather than to serve through traffic.
The street shall be designed for a design speed of not less than 20 mph. Posted speed limits for
local streets shall be 20 mph. The typical cross-section for a local street is shown on Attachment
A-8 — Cross -Section for Local Street.
4. Alleys
Alleys provide for limited access and will be subject to special review as appropriate to the land
use plan.
TABLE 3.3 — STREET / ROADWAY CLASSIFICATION AND MINIMUM DESIGN CRITERIA
CLASS
ROW
ROADBASE
PAVEMENT
ADT
SHOULDER WIDTH
WIDTH
WIDTH
WIDTH
ARTERIAL
See State Highway Access Code (CDOT) for design criteria
HIGHWAYS
14
ARTERIAL
80'
56'
36'
>600
10'
STREETS
COLLECTOR
STREETS
60'
40'
24'
<600
—
8'
LOCAL
STREETS
36'
36'
24'
<400
—
6'
ALLEYS
20'
20'
16'
min
N/A
NOTES:
1) Increase for the minimum R.O.W./easement widths may be required by the Town to
accommodate for on -street parking, drainage improvements, sidewalks, trails, excessive
cut/fill slopes, intersections, clear zones, or required snow storage.
2) All arterial streets, collector streets, local streets, and private streets shall include valley
pans, ribbon curbs or curbs and gutter as detailed in Attachment A-11 — Curb and Gutter.
3) On the typical street sections identified above, valley pans or curbs and gutter shall be
used when surface flow storm drainage is proposed at the edge of the street. The ribbon
curb shall be used along the edge of street when storm drainage is proposed in a ditch
section located off the edge of shoulder.
3.4 HORIZONTAL ALIGNMENT
3.4.1 Centerline Curve Radius
Horizontal design criteria are established by the American Association of State Highway and
Transportation Officials (AASHTO) publication, A Policy on Geometric Design of Highways
and Streets. Criteria include centerline curve radius design, minimum tangent lengths and
stopping sight distance. Compound curves and reverse curves are prohibited without prior
approval of the Town. The minimum curve radius is ultimately determined by the stopping
sight distance and sight triangle. The cross slope of all crowned streets shall be two percent
(2%) from the centerline to the edge. In mountainous areas, all streets shall not be crowned,
but shall slope toward the mountain, from the outside edge of pavement, for the full width.
The outside shoulder shall slope away from the street edge.
3.4.2 Lane Widening
Lane widening may be necessary on sharper curves and where large vehicle traffic is
expected, and should be consistent with the design guidelines outlined in A Policy on
Geometric Design of Highways and Streets. Turning templates may be required for streets
and/or parking lot designs at the discretion of Fraser.
3.4.3 Dead -Ends and Turnarounds
Dead-end streets are discouraged within Fraser. All dead-end streets require turnarounds or
cul-de-sacs per Attachment A-12 — Cul -De -Sac and Turnarounds for Streets. All turnarounds
shall provide ten feet (10') of level, treeless ground around the perimeter. Special attention
should be given to provide adequate functional snow storage and sight distance. All
turnarounds shall be signed "Emergency Turn Around, No Parking Anytime."
The maximum length of streets ending in turnarounds shall be five -hundred feet (500').
Additional turnarounds may be required for emergency services when topography dictates.
All turnarounds shall be subject to review and approval of the Town of Fraser.
3.4.4 Switchbacks
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A switchback is defined as a curve with a central angle of greater than one -hundred -twenty
degrees (1200) and a radius less than or equal to one -hundred feet (100'). Switchbacks shall
not be allowed on collector or arterial roadways. On all other streets and in mountainous
terrain, when other alternatives may cause significant adverse impacts, the use of
switchbacks may be allowed on a case-by-case basis, with approval from Fraser.
Switchbacks shall be designed with a minimum centerline radius of sixty feet (60'). Maximum
centerline grades within twenty-five feet (25') of a switchback curve and throughout the curve
shall not exceed four percent (4%). Super elevation shall not exceed four percent (4%).
Special attention should be given to provide adequate functional snow storage and sight
distance. Widening of the streets/roadways around the curve may be necessary to allow for
wide turning vehicles (i.e. fire trucks, snow plows, trash trucks, etc.).
3.5 CROSS SECTIONS
3.5.1 Surfacing Requirements
All streets and roadways shall be paved with hot plant mix asphalt meeting locally available
CDOT mix, as recommended by the Geotechnical Engineer, licensed by the State of
Colorado, and approved in writing by the Town. Alternate hard surfacing materials may be
permitted at the discretion of the Town. Pavement thickness shall be determined from a
pavement design and specification based on a geotechnical report prepared for the project
and anticipated vehicular loading by a Professional Engineer licensed by the State of
Colorado. The CDOT Pavement Design Manual shall be used to determine vehicular loading
and the pavement section of the street. The minimum pavement thickness shall be five inches
(5").
Alleys in residential subdivisions shall be paved with surfacing requirements equal to the
surfacing requirements for streets and roadways.
3.5.2 Crown/Superelevation
The cross slope on all streets, including intersections, shall be two percent (2%). The
maximum superelevation rate is two percent (2%) where the longitudinal grade of the street is
less than five percent (5%). Where the centerline grade of the street is five percent (5%) or
greater the superelevation can be increased to three percent (3%). Superelevation shall be
required on all collector streets. Where superelevation is used, the minimum tangent lengths
between curves shall be consistent with the design guidelines outlined in A Policy on
Geometric Design of Highways and Streets.
3.5.3 Clear Zone
The minimum clear zone required for streets shall be based on ADT's, speed, horizontal and
vertical alignments, as proposed by the Engineer of Record and approved by Fraser.
Embankment slopes steeper than 3:1 are considered critical slopes, on which a vehicle is
likely to overturn. All newly constructed streets shall provide a minimum clear zone with a
maximum 3:1 embankment slope. The clear zone includes any shoulders or auxiliary lanes.
The clear zone width should be increased on the outside of curves to accommodate the path
of an errant vehicle. Determination of the width of the clear zone should take into
consideration right-of-way availability, environmental concerns, economic factors, safety
needs, and accident histories. The AASHTO Roadside Design Guide may be used to
determine clear zone widths for arterials and collectors. For local streets a minimum clear
zone of ten feet (10') should be provided. If these minimum clear zone widths are not feasible,
guardrail installation may be required.
3.5.4 Guardrail
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The use of guardrail is discouraged and should not be used when it is economically feasible
to remove the obstruction, correct the hazardous condition, or where it is determined that the
guardrail would create a more serious hazard than the feature it would shield. Refer to the
CDOT Roadside Design Guide for details. The use of guardrail may be necessary if any of
the following conditions exist:
1. Roadside hazards are present within the "clear zone".
2. A street built to Fraser Standards contains an isolated sharp curve in conjunction with a
side slope steeper than 3:1.
3. A section of street having a history of vehicular accidents.
When guardrails are considered for installation, especially for extended lengths, special
provisions shall be made for adequate snow storage and removal and blowing/drifting snow.
3.6 VERTICAL ALIGNMENT
3.6.1 Centerline Grades
The maximum centerline grade for all streets and roads is seven percent (7%). The minimum
centerline grade for all streets and roads is one percent (1 %). A minimum flowline grade of
one percent (1%) shall be maintained around all full and partial cul-de-sac bulbs. If curb and
gutter is proposed, the minimum flowline grade may be one-half percent (0.5%).
Continuous grade changes shall not be permitted. The use of grade breaks in lieu of vertical
curves is discouraged; however, if a grade break is necessary and the algebraic difference in
grade does not exceed one-half percent (0.5%) along the street, the grade break will be
permitted.
3.6.2 Vertical Curves
See A Policy on Geometric Design of Highways and Streets for the standard for rate of
vertical curvature (`K' value) requirements. The minimum length is controlled by those
standards and by stopping sight distances.
3.6.3 Stopping Sight Distance
See A Policy on Geometric Design of Highways and Streets for minimum stopping sight
distance requirements.
3.7 INTERSECTIONS
All connections to existing asphalt streets will require the asphalt to be sawcut full depth and be paved
with a neat line match to the existing surface.
3.7.1 Skew Angles
All new street or driveway connections shall intersect existing roads at ninety degrees (900).
Where this is not possible, the skew angle shall not be less than seventy-five degrees (750)
from the existing street. An oblique street should be curved approaching an intersection and
should be approximately at right angles for at least one -hundred feet (100') there from. No
more than two (2) streets shall intersect at any point.
3.7.2 Minimum Curb Radius
Minimum curb radius at the intersection of two (2) local streets shall be twenty feet (20').
Minimum curb radius at an intersection involving an arterial and/or a collector street shall be
at least twenty-five feet (25), unless a larger radius is deemed necessary by Fraser for
maintenance and emergency services. Abrupt horizontal changes in alignment within a block
are discouraged; but if necessary shall have the corners angled in accordance with standard
engineering practice to permit safe vehicular movement.
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3.7.3 Horizontal Offset
All new street connections shall meet existing streets without an offset whenever possible.
When a new development can access two different streets, access shall always be to the
street with the lowest classification.
When a street parallel to a railroad right-of-way intersects a street which crosses an at -grade
railroad right-of-way, it shall, to the extent practicable, be at a distance of at least one hundred
fifty feet (150') from the railroad right-of-way. Such distance shall be determined with due
consideration of the minimum distance required for future separation of grades by means of
appropriate approach gradients.
3.7.4 Grades
All intersections shall utilize vertical curves. The minimum design speed for all vertical curves
at intersections shall be 15 mph. Intersections shall be designed with a minimal grade
whenever practical. In hilly or rolling areas, at the approach to an intersection, a leveling area
shall be provided having not greater than a four percent (4%) slope for a distance of sixty feet
(60'), measured from the edge of pavement or back of curb and gutter. The four percent (4%)
only applies when intersecting streets are either: local streets, private streets and/or shared
private drives. That maximum allowable slope is the greater of the slope measured at the
centerline or edge of pavement on the approaching minor street. On all streets approaching
arterials or collector streets, the maximum grade shall be two percent (2%) for the distance of
sixty feet (60') measured from the edge of pavement or back of curb and gutter.
3.7.5 Corner Sight Distance
The corner sight distance is measured from a point on the local street at fifteen feet (15') back
from the edge of the collector street pavement flowline and measured from a height of eye at
three and one-half feet (3.50') on the local street to a height of object at four and one-quarter
feet (4.25') on the collector street. The distance shall be ten feet (10') for local -local street
intersection measured from the pavement flow line. The minimum corner sight distance is
defined in Table 3.7.5. Using the plan and profile of the intersection the Engineer of Record
shall verify these minimum sight distances can be attained.
TABLE 3.7.5 — MINIMUM CORNER SIGHT DISTANCE
DESIGN SPEED
(MPH)
CORNER SIGHT DISTANCE
(FEET)
20
225
30
335
Sight distance shown is for a stopped passenger car to turn left onto a two-lane street with no
median and grades of three percent (3%) or less. For other conditions, the time gap must be
adjusted and required sight distance recalculated. Truck traffic entering onto streets requires
longer sight distances. Any proposed public or private street or driveway regularly used by
truck traffic may require an individual analysis. When the criteria for sight distance cannot be
met, Fraser may deny the access, prohibit right or left turns by vehicles entering the street, or
require speed change lanes.
3.8 PEDESTRIAN FACILITIES
Sidewalks and trails shall be included with the project design and construction plan set. The type, width
18
and surface of the trail required depend upon the topography and general layout of the subdivision. See
Attachment A-13 — Sidewalks and Trails and Attachment A-14 — Handicap Ramps.
3.8.1 Trail separation.
Separation between public right-of-way and trails is encouraged unless topography or other
physical constraints necessitate a trail adjacent to a public right-of-way. The minimum
distance between public right-of-way and trails shall be ten (10') feet horizontally. Grade
differential or differing surfaces shall be provided between trails and public rights-of-way to
discourage crossover by vehicles, pedestrians and bicycles.
3.8.2 Trail width. Detached, paved, eight -foot -wide trails shall be provided adjacent to arterial and
collector streets.
3.8.3 Trail construction. The type of construction for trails shall be compatible with the anticipated
use. All trails shall be constructed to provide stable sub -grades suitable for support of heavy
equipment and pavement.
3.8.4 Trail signage and markings. Way -finding and directional signs may be required at the
discretion of the Town. Warning signs, stop signs and pavement markings shall be required
at all intersections and street crossings.
3.8.5 Easements. Trails may overlap with other easements, provided that any overlapping easement
does not compromise the functional use of any other easement.
3.8.6 Sidewalk width and location. Sidewalks shall be a minimum of eight feet (8') wide on each side of
the street and shall be required in the Business Zone District and in all Mixed Use,
Accommodation, Lodging and Commercial zoned planning areas in all Planned Development
Districts (PDDs). Sidewalks in residential areas shall be required on at least one (1) side of the
street if trails are not provided and shall be a minimum of five feet (5) wide. The typical sidewalk
and trail is shown on Attachment A-13 — Sidewalks and Trails.
3.8.7 ADA requirements. All trails and sidewalks shall be ramped at intersections and other pedestrian
crossings and constructed in accordance with handicapped accessibility standards of the
Americans with Disabilities Act (ADA). The typical handicap ramp is shown on Attachment A-14 —
Handicap Ramps.
3.8.8 Drainage. Adequate drainage measures shall be provided along and across trails and
sidewalks to prevent erosion damage and to allow free passage of drainage flows. Surface
drainage shall not sheet flow across a trail or sidewalk. Drainage shall cross a trail or sidewalk at
specified locations.
3.9 SIGNAGE AND STRIPING
All signs, striping, markers, delineators, signals and other traffic control devices must conform to the
Manual on Uniform Traffic Control Devices (MUTCD) and the Colorado Supplement to the MUTCD.
Pavement striping material and application shall be in accordance with the CDOT Standard
Specifications for Street and Roadways Construction for epoxy paint materials and installation per
Section 627.05 Epoxy Pavement Marking and for thermoplastic pavement markings per Section 627.06
Thermoplastic Pavement Marking. The area to be covered by the thermoplastic pavement marking shall
be ground down one-eighth of an inch (1/8") so that the top of the thermoplastic pavement marking is
flush with the street surface.
Thermoplastic pavement markings shall be used for cross -walk lines, stop bars, turn lane lines at
intersections, turn arrows, and school zone markings. Epoxy pavement marking shall be used for
19
centerline striping, no passing zone lines and edge lines along streets.
All required street identification signage shall be approved by Fraser. Speed limit signs, stop signs, no
parking signs, emergency turn around signs, striping and other traffic control devices shall meet current
Town installation standards and shall be installed by and paid for by the Applicant.
No signs are permitted within the public right-of-way without the approval of the Town
All sign sheeting shall conform to ASTM D4956-04 and the retroreflectivity requirements as defined in the
Manual on Uniform Traffic Control Devices (MUTCD). All sign posts shall be the POZ-LOC Socket
System as manufactured by Northwest Pipe Traffic Systems or approved equal. The sign post wall shall
have a minimum thickness of 0.080 inches, a minimum weight per foot of 1.96 pounds per foot and be
hot dipped galvanized.
3.10 TRAFFIC IMPACT ANALYSIS (TIA)
A Traffic Impact Analysis, when required, shall be based on the projected traffic needs twenty (20) years
after construction or build -out of the development and shall encompass the needs from existing
development, future development, and the proposed development. Trip generations from future
development over the design period shall be based on zoning, existing land use, proximity to developed
areas, historic growth, and other factors expected to influence development. See Section 3.2 - Trip
Generation and Section 3.3 - Street/Road Classifications for vehicle trip calculations and street
classifications. The TIA shall be prepared by a Professional Engineer, licensed by the State of Colorado,
and shall contain, but not be limited to:
1. A description of the proposed land use, a site plan and an overall plan view of proposed streets
within the development and all accesses to Fraser streets with offset distances to other
intersections (including driveways) within one -thousand -five -hundred feet (1,500') of the site.
2. On-site issues including number and location of driveways, parking needs/layout, circulation,
pedestrians, truck access and operations, transit and safety.
3. Description of and maps depicting existing street/transportation conditions affected by the
development.
4. Identification of traffic congestion, street classifications, and possible deficiencies of the existing
transportation system affected by the development. This should address and anticipate
"seasonal" traffic volumes, affects of phased construction, and opening day/planned special
events.
5. Anticipated nearby land development (planned or under construction) and associated traffic,
along with the anticipated trip generation, and daily and peak -hour traffic volumes of the
proposed development at full build and at any interim construction phase.
6. The impacts of the development on the existing street and transportation system and the need
for potential improvements to existing streets, such as horizontal alignment and vertical
alignment.
Based on the results of this analysis, a Traffic Impact Study (TIS) including traffic counts may be required
by the Town. The Applicant/Developer is responsible for any permits/approvals required by the Colorado
Department of Transportation.
3.11 TRAFFIC IMPACT STUDY (TIS)
A Traffic Impact Study, when required, shall be prepared by a Professional Engineer, licensed by the
State of Colorado, and shall include but not be limited to the following information:
1. A scaled map of the vicinity showing all streets and highways adjacent to the site, a scaled map
of the study area including land uses, and a map of the immediate access area, a plan showing
on-site anticipated vehicular circulation patterns.
2. Map identification and textual consideration of all accesses that are existing and possible future
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access locations including signal locations for at least one-half ('/2) mile in each direction along
the street as well as all potential roadway and signal improvements.
3. Evaluation of current daily and peak hour traffic data and 20 year projections including turning
movements at all intersections and any key year midpoints assuming a build out of the study
area based upon zoning, comprehensive plans and growth estimates.
4. An evaluation of the level of service and capacity for all design and traffic operation elements
including mainline street and affected intersections.
5. An analysis of the clear zone and the horizontal and vertical sight distances.
6. Accurate and understandable diagrams.
7. All assumptions and adjustment factors.
8. An analysis of all reasonable alternatives including no build or alternative street access.
9. Current and projected travel speed, travel time and delay time within the study area that will be
impacted by the access proposal.
10. Site traffic generation rate estimates and resulting trip generation distribution and assignments.
11. Analysis of queue lengths for all turn lanes affected to the 20th year.
12. A safety analysis including conflict points, turning movements and three (3) years of accident
history.
13. A conceptual design showing all geometric elements and their approximate dimensions with
analysis of any element of the access that will be below standard.
14. Sources of information, data and references.
15. The existence of any current traffic problems in the local area such as a high accident location,
confusing intersection or an intersection in need of a traffic signal.
16. The current projected level of service of the street system adjacent to the development, which
will be significantly affected.
17. The sensitivity of the adjacent neighborhoods or other areas that may be perceived as
impacted.
18. The proximity of the site driveways to the other access points or intersections.
19. The ability of the adjacent existing, or planned, street system to handle increased traffic or the
feasibility of improving the roadway system to handle increased traffic.
20. Other specific problems or deficiencies that may be affected by the proposed development or
affect the ability of the development to satisfactorily accommodate seasonal traffic volumes,
phased construction, opening day/special events.
3.12 PAVEMENT DESIGN
3.12.1 Design
Structural sections shall be designed for all new streets or existing streets being upgraded
due to increased traffic. The Applicant shall provide a pavement design report performed by a
Geotechnical Engineer, licensed by the State of Colorado, prior to approval of the final street
design. The structural section shall include the asphalt and/or concrete street surface and the
aggregate street sub -base. Aggregate sub -base shall be Class 6 road base material and/or
Class 6 road base material in combination with other locally available CDOT aggregate
classifications to meet the design requirements for the street per the geotechnical report
pavement design.
The final pavement design for all streets must meet all the procedures and requirements
within the CDOT Pavement Design Manual. Minimum as -built thickness of asphalt shall be
five inches (5").
Hot mix asphalt shall be placed only on properly prepared unfrozen surfaces which are free of
water, snow and ice. The hot mix asphalt shall be placed only when both the air and surface
temperatures equal or exceed the temperatures specified in the following table and the
Engineer determines that the weather conditions permit the pavement to be properly placed
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and compacted.
Placement Temperature Limitations in OF
Compacted Minimum Surface & Air Temperature (°F)
Layer
Thickness in Top Asphalt Lift Bottom Asphalt Lift
Inches
< 1 '/2 60 50
1'/2-<3 50 40
3 or more 45 35
*Note: Air Temperature is to be taken in the shade. Surface is defined as
the existing base on which the new pavement is to be placed.
If the temperature falls below the minimum air or surface temperatures, paving shall stop.
If more than two (2) lifts of asphalt are proposed, consult with the Town of Fraser for
placement temperature requirements.
3.12.2 Construction/Testing Requirements
The sub -base and base shall be placed and compacted in uniform layers that do not exceed
eight inches (8") depth after compaction. All asphalt shall be placed in multiple lifts with each
lift being one and one-half inches (1'/2") minimum or three inches (3") maximum after
compaction. The top lift of asphalt shall be placed within fourteen (14) days following
installation of the bottom lift of asphalt. In the event that the top lift is not placed within the
fourteen (14) day timeframe, prior to placement of the top lift of asphalt a Geotechnical
Engineer shall inspect the existing asphalt lift to insure that it is free of dirt and debris and is
structurally sound to properly bond to the top lift of asphalt. The Geotechnical Engineer shall
also certify that the completed asphalt structure has not been compromised by this delay and
that it meets the approved pavement design.
Paving shall not start until sub -grade compaction tests are taken meeting the requirements of
the plans, these standards and final pavement design. Compaction for the street base course
shall meet ninety-five percent (95%) of standard proctor density of the material within two
percent (2%) of optimum moisture content as determined by AASHTO T-180. Compaction
testing for embankment and base course shall be performed every two -hundred linear feet
(200 LF) on every other lift staggered within the street unless otherwise recommended by a
Geotechnical Engineer, licensed by the State of Colorado and approved by Fraser.
Compaction for the hot mix asphalt shall meet a density of ninety-two percent (92%) to ninety-
six percent (96%) of the maximum theoretical density, determined by CP -51. Field Density
determination shall be made in accordance with TCP -81. Testing shall be performed on each
lift at intervals of one (1) test per two -hundred linear feet (200 LF) per lane. Test locations on
each lift and each lane shall be staggered.
At completion of construction, as part of the preliminary acceptance, Fraser will select
representative locations to take asphalt corings as confirmation of asphalt depth and
consistency of the asphalt section. Fraser will contract directly with a company to perform this
work and will back charge the Applicant for the cost. Fraser may elect to waive this
requirement if sufficient water valves and manholes are present within the street project to
verify asphalt depths throughout the project from the concrete/asphalt collar installation
process.
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3.13 GRADING
Slopes should be gradual at all intersections to allow for sufficient snow storage and not interfere with the
intersection sight triangle. All specifications for earthwork compaction, moisture content, materials, and
construction limitations shall be based on recommendations within the geotechnical report and within the
appropriate utility standards and these street/roadway standards.
3.13.1 Retaining Walls
Retaining walls required for public improvements shall be located within the Fraser right-of-
way. Additional right-of-way or easements may be required in these areas to protect the slope
and design features of the retaining wall. Retaining walls for improvements on private
property shall not extend into the public right-of-way or easements. Retaining walls shall not
be installed over any utility without sleeving and prior written approval of Fraser and the utility
owner.
All retaining walls over four feet (4') in height, measured from bottom of footing to top of wall,
shall be designed by a Professional Engineer, licensed by the State of Colorado. Design
calculations, layout and construction details must be provided with final plans for review and
approval by Fraser. Gabion baskets shall not be used within the Town right-of-way. Retaining
walls shall not be positioned near flowlines unless proper design and erosion control
installation has been addressed. The Applicant shall obtain all necessary permits.
3.13.2 Slopes
The maximum cut/fill slope requirement is three vertical feet to one horizontal foot (3':1').
Slopes exceeding the 3:1 grade shall not be considered usable snow storage. Slopes shall be
protected from erosion.
CHAPTER 4 - WATER SYSTEM DESIGN
4.1 GENERAL
Fraser operates and maintains the municipal water system. The system consists of five pressure zones,
water supply wells and transmission lines, booster pump stations, water treatment facilities and
distribution lines, pressure reducing valves and water storage tanks. The five pressure zones and their
respective service areas are defined as:
Blue Pressure Zone
Yellow Pressure Zone
Green Pressure Zone
Red Pressure Zone
Purple Pressure Zone
Elevations 8600 to 8680
Elevations 8680 to 8860
Elevations 8860 to 9080
Elevations 9080 to 9300
Elevations 9300 to 9460
Maps of existing service areas can be viewed at the Fraser Town Hall.
Three water storage tanks and a series of pumps provide the water pressure to operate the system. The
existing Blue Zone tank is an underground concrete tank. The over flow of the Blue Zone tank is at
elevation 8795.0 (NGVD 29 Datum).
The Yellow Zone tank currently serves portions of development on East Mountain and West Mountain
(US Highway 40 being the division line). An additional Yellow Zone tank is proposed for West Mountain
as development continues. The existing Yellow Zone tank is an underground, post -tensioned concrete
tank. The over flow of the Yellow Zone tank is at elevation 8964.2 (NGVD 29 Datum).
The Green Zone tank currently serves a portion of development on East Mountain. An additional Green
Zone tank is proposed for West Mountain as development continues. The existing Green Zone tank is an
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underground prestressed concrete tank. The over flow of the Green Zone tank is at elevation 9174.0
(NGVD 29 Datum).
The Red Pressure Zone on East Mountain is served by water booster pumps at the Green Zone tank
site. A future Red Zone tank is proposed for West Mountain at some future point required by
development.
The Purple Pressure Zone is proposed for West Mountain at some future point required by development.
It will serve an area proposed for development by booster pumps from the West Mountain Red Zone
tank.
The Blue Zone System is connected to the Yellow Zone and Green Zone Systems through a pressure
reducing valve (PRV) located in Old Victory Road. The Yellow and Green Zone Systems are connected
by booster pumps and two PRVs to control the pressure and flow within their respective zones. In the
event of a fire within a lower pressure zone, water stored in the upper pressure zone water storage tanks
is available to meet fire flow requirements.
4.2 BASIC DESIGN POLICIES
All new water system designs and related information shall meet the requirements of the Town of Fraser
Minimum Design Criteria and Construction Standards, and the requirements and approval of the State of
Colorado, Design Criteria for Potable Water Systems. Any design standards not included within these
Standards shall be subject to the minimum standards set forth by the American Water Works Association
or in other current publications found in Chapter 14 - Publications, References and Design Aids. In all
cases the more stringent standards and design criteria shall be applicable.
4.3 WATER SYSTEM HYDRAULIC MODEL
The Town has prepared a Water System Hydraulic Model. The hydraulic model was prepared using the
layout and detail of the existing Fraser municipal water system components, flow rates and water
pressures at various fire hydrant locations.
The hydraulic model is utilized to forecast flow rates and water pressures for system extensions to
determine if the proposed development improvements meet minimum current requirements of the
National Fire Code standards.
4.4 REQUIRED EASEMENTS
Where the municipal water system is to be located out of the public right-of-way, the Applicant shall be
responsible for obtaining easements required for the construction, maintenance, and operation of the
facilities. The legal description for the easements shall be prepared by a Registered Land Surveyor in the
State of Colorado. Easements shall be in a form acceptable to the Town and shall be shown on the
design and as -built drawings. Fraser will not approve the design documents until all required easements
have been deeded to Fraser.
The minimum width of easements for a single pipeline shall be thirty feet (30'). Temporary construction
easements shall have a minimum width of forty feet (40'). An easement containing both a water line and
a sewer line shall be no less than thirty-six feet (36'). Wider easements shall be required for deep
sections of pipeline, multiple lines, steep terrain, or where otherwise required by Fraser. Deep sections of
pipeline is defined as the water line depth of cover exceeding nine feet (9') and/or the sanitary sewer line
depth of cover exceeding seven feet (7). Easement widths for deep lines are determined using
Attachment A-5 — Utility Easement Widths.
For any service line curb stop located outside of a public right-of-way or utility easement, a rectangular
shaped utility easement shall be provided. The rectangular easement shall extend two feet (2') on each
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side of the service line from the boundary of the right-of-way or utility easement to four feet (4') behind
the curb stop.
4.5 WATER SYSTEM INFRASTRUCTURE
4.5.1 Groundwater Well Design and Construction
Water wells that are to be designed and constructed for the Town of Fraser shall meet the
State of Colorado; Rules and Regulations for Water Well Construction, Pump Installation, and
Monitoring and Observation Hole/Well Construction (Water Well Construction Rules) 2 CCR
402-2.
4.5.2 Water Well and Meter House Structures
All water well appurtenances related to the operation of a production well for the Town of
Fraser shall be installed indoors of a structure per Attachment A-36 — Water Well Meter
House Elevations and Attachment A-37 — Water Well Meter House Floor Plan and
Foundation. Electrical services and/or photovoltaic solar powered services shall be provided
to the site in order to operate lighting, heat and pump controls as well as all necessary
telemetry and SCADA control systems, as defined in Section 4.5.3.
4.5.3 Telemetry and Supervisory Control and Data Acquisition Systems
Telemetry and Supervisory Control And Data Acquisition (SCADA) systems shall be provided
at all new water system production and distribution facilities and shall be compatible and
conform to the detail of the Town's existing telemetry and SCADA systems, as determined by
Fraser.
4.5.4 Water Storage Tanks
Water storage tanks shall be underground, circular post -tensioned concrete storage tanks.
Storage tanks shall be sized and located to meet the requirements of the area to be served
and as approved by the Town. Multiple tanks within the same pressure zone shall be
designed, detailed and built to operate in unison. The pressure set points shall be coordinated
to provide equal pressures within the system.
The concrete underground tanks shall have a reinforced concrete floor slab, post tensioned
concrete walls and roof slab. Columns shall be incorporated to assist in support of the roof.
Eighteen inches (18") of soil material shall cover the roof for insulation and aesthetics. The
tank shall be designed in conformance with AWWA Standard D115-95.
Two, four foot (4') by six foot (6) access hatches shall be installed within the roof slab. Access
hatches shall be lockable and stainless steel. One configured for personnel accessibility, the
second for equipment accessibility. Each hatch shall be installed at a height of eighteen
inches (18") above finish grade to prevent soil and debris from falling into the tank from the
surrounding area. The tank shall have a separate inlet and outlet piping located at opposite
sides of the tank floor to promote water circulation when filling and withdrawing water from the
tank. Connection to the water distribution system will utilize check and gate valves to control
the inlet and outlet flows from a valve structure adjacent to the tank. Tank vents and screens
shall be located sufficiently above finish grade to prevent them from being covered by drifting
snow. A floor drain will be located at the center of the tank to drain the tank if necessary. The
drain pipe will be operated with a gate valve and the drain line will release water to an
external above ground location. The drain pipe shall include a one-way flap gate at the
external above ground location, installed on a concrete headwall, to open only when in use
and be normally closed to prevent animal/rodent access into the pipe. An internal tank
overflow will be installed to the same drain line to prevent overfilling the tank.
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Electrical services and conduit shall be installed at each roof access point necessary to
connect services from one tank hatch to the other and shall be buried in a straight line
between the hatches and at a depth as required by the NEC.
4.5.5 Pressure Reducing Valve (PRV) Vaults
Pressure reducing valves (PRVs) are required to interconnect the pressure zones within the
Fraser municipal water system at locations required by topography to adequately service
development within the Town of Fraser.
The pressure reducing valves shall be installed inside a below ground precast rectangular
water -tight concrete vault as detailed in Attachment A-32 — Underground PRV Vault - Plan
View and Attachment A-33 — Underground PRV Vault - Section View. The PRV bypass gate
valve shall be installed with a locking valve box as detailed in Attachment A-26 — Locking
Valve Box Detail.
The PRV vault shall include two pressure reducing valves connected in parallel, with
capability to isolate either PRV for maintenance. One PRV shall be designed and set to
operate with the system minor flow requirements. The second PRV shall be designed and set
to operate with the system major flow requirements. Fraser will review the PRV location,
sizing and proposed settings in conjunction with their hydraulic model. The PRV vault shall be
accessible through a water -tight manhole frame and cover. All pipe/vault wall penetrations
shall be water -tight. A sump shall be incorporated into the vault floor to contain minor water
spills during operation and maintenance. All piping within the PRV vault shall be installed on a
horizontal plane with no binding connections and with adequate pipe clearances from all walls
for maintenance and repair. Pipe stands shall be installed to adequately support all piping and
valves.
4.6 POTABLE WATER DISTRIBUTION SYSTEM
4.6.1 Design, Layout and Sizing
The water distribution system shall be designed to meet the more stringent of the following
two conditions:
1. Maximum hourly demand with pressures not less than 40 psi at any point of the
distribution system, or
2. Maximum daily demand rate plus fire flow demand (as determined by ISO guidelines)
with delivery pressures of not less than 20 psi at the hydrant.
The normal minimum size water distribution main shall be eight inch (8"). The Engineer of
Record should review the output detail of the Water Hydraulic Model to determine if
oversizing of any lines are required for transmission purposes.
Dead-end lines are discouraged and will only be allowed with prior approval of Fraser. Any
dead end line approved shall have a fire hydrant assembly installed at the end of the line.
Water main sizing, layout and connections shall be coordinated with Fraser's Water System
Engineer during the review process. The systems shall be designed to maximize
interconnections, creating loops within the system and strengthening Fraser's water system.
Where certain lines may also serve a transmission function, in the opinion of Fraser, Fraser
may direct that such lines be oversized, and the Applicant's Engineer shall so design the
system. In this case, Fraser will pay the incremental oversize costs.
State Regulations require a ten foot (10') minimum horizontal separation measured from
outside of pipe to outside of pipe between the potable water line and any line carrying water
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of lesser water quality than potable water (i.e.: sanitary sewer, raw water, storm sewer,
irrigation water, etc.). When located in public streets, potable water pipelines shall be located
approximately eleven feet (11') north or east of, and parallel to, the roadway centerline.
Curved water line alignments shall be avoided. Whenever a crossing must occur where a
non -potable line passes within ten feet (10') horizontally of a water main, and where the water
main is not at least eighteen inches (18") vertically clear above the non -potable line, special
construction will be required in accordance with Attachment A-23 — Pipe Crossing Detail, and
Attachment A-24 - Pipe Encasement Detail. The distance shall be measured horizontally
outside edge to outside edge of pipe.
A ten foot (10') centerline to centerline separation shall be maintained between the waterline
and all dry utilities and between the sanitary sewer and all dry utilities, unless otherwise
approved by the Town. Dry utility cabinets, risers, pedestals or other appurtances shall not be
located within this ten foot (10') separation distance or within the right-of-way or within a ten
foot (10') radius of any fire hydrant, unless otherwise approved by the Town. The Applicant is
referred to all other utility providers to determine their respective minimum separation criteria
and requirements from the Town's utilities and then design their site and utility layout to meet
the more stringent of requirements.
4.6.2 Materials
Pipe: All water mains shall be ductile -iron pipe except in areas found to have high levels of
corrosiveness as determined by the Geotechnical Report. In those cases, where the soil has
a high level of corrosiveness is identified by the Geotechnical Engineer, C-900/905 PVC pipe
may be required by Fraser. C -900/C-905 PVC pipe shall only be used in the Fraser water
system with prior written approval from the Town.
Ductile Iron Pipe: Ductile iron pipe shall conform to ANSI A21.51, Pressure Class 250 psi
minimum, Thickness Class 52 minimum thickness. Pipe joints shall be push -on type in
accordance with ANSI A21.11. Pipe shall have a cement mortar lining meeting AWWA 104
and bituminous exterior coating.
C -900/C-905 PVC Pipe: AWWA C -900/C-905 Polyvinyl Chloride Pipe (PVC) shall conform to
Cell Class 12454 per ASTM D1784. Standard laying length shall be twenty feet (20'); +/- one
inch (1 ") with integral bell and spigot joints. Pipe joints shall be push -on type with provision for
expansion and contraction at each joint with an elastomeric seal. The minimum working
pressure shall be 250 psi.
Fittings: Fittings shall be ductile -iron or cast-iron, minimum 250 psi minimum working
pressure, conforming to AWWA C153 or C110 with mechanical joint connections meeting
AWWA C111. Lining and coating shall match pipe.
Pipeline Insulation: For normal depth of bury and overburden, insulation shall be Dow
STYROFOAM 60, or approved equivalent. For heavy traffic or other high -compaction service,
Dow STYROFOAM 115 shall be used.
Tracer Wire: Tracer wire shall be continuous loop 12 -gauge stranded copper tracer wire with
water -tight insulation for direct bury, installed in the trench above the water line. Test stations
shall be located adjacent to each fire hydrant and shall include the C.P. Glen 4 with heavy
cast iron locking cover and four (4) point terminal box as manufactured by C.P. Test Services,
Inc. or equal approved by Fraser. The tracer wire shall be installed in accordance with
Attachment A-17 — Tracer Wire Detail. Splices in tracer wire shall only be made using
solderless, 3M Type D134-6 Low Voltage Direct Bury Splice Kit or equal approved by Fraser.
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Sheathing: All ductile -iron pipelines, valves, and fittings shall be polyethylene sheathed in
accordance with ANSI A21.5, AWWA C105, 8 mil minimum thickness. Installation shall
comply with Attachment A-19 — Polyethylene Wrap Detail. In certain circumstances and with
technical documentation, Fraser may waive the sheathing requirements.
Line Valves: Line valves shall be provided to allow isolation of parts of the system for
maintenance or repair. They are required approximately every six -hundred feet (600'), and on
each line at all intersections of mains to allow isolation of any line, loop or branch. Line valves
are required at each fire hydrant assembly along the main distribution system line to provide
isolation of a main line segment and maintain use of the hydrant. Line valves shall comply
with requirements for "Buried Valves."
Buried Valves: Valves shall be resilient wedge, non -rising stem, and ductile -iron gate valves
with mechanical joint ends conforming to AWWA C500. The valve shall be fully coated, inside
and outside, with a fusion bonded coating of epoxy. Valves shall have two inch (2") square
operating nuts and open left (counter -clockwise rotation). Valves shall be Mueller Series
2360 for valves twelve inches (12") and smaller and Series 2361 for valves fourteen inches
(14") and larger; American Flow Control Series 2500 or equal approved by Fraser.
Valve Boxes: Each buried valve shall be provided with a cast-iron valve box and round
cover. The box shall have a minimum inside diameter of five and one-quarter (5'/4') inches
and be adjustable in length and be of the screw type. The word "WATER" shall be cast on the
cover. Valve boxes shall be "wide oval base" by Tyler or equal. Valve boxes shall allow for at
least six inches (6") additional extension above the level required for final grade at the time of
installation. The top of all valve stems (including extensions) shall be located between twenty-
four inches (24") and thirty-six inches (36") below final grade. The valve stem nut shall be
centered within the valve box. Valve boxes shall be installed vertical and plumb.
Valve boxes located within the street shall be raised to final grade with either asphalt
surfacing installed adjacent to the valve box or with a concrete collar. If the valve box is set at
final grade during the asphalt paving process the following procedure shall be followed:
1. Installation of the bottom lift of asphalt shall be placed over the top of the valve box.
2. The valve box shall be exposed and set to its final grade at one-half inches (0.5") lower
than the grade of the final street surface. Any void created in the bottom lift of asphalt by
exposing and raising the valve box shall be filled with compacted hot mix asphalt prior to
placement of the top lift of asphalt.
3. Installation of the top lift of asphalt shall be placed and compacted maintaining the
required vertical distance from the street surface to the top of the valve box. The valve
box shall remain vertical and centered over the valve operator.
If a concrete collar is the selected method used to raise the valve box to final grade it shall be
installed after the top lift of asphalt is placed and in accordance with Attachment A-28 — Valve
Box Concrete Collar Detail. The surrounding area that is to be prepared for the collar shall be
mechanically cored and not jack -hammered out.
Where water valves are located in off-road areas, open field areas or in a proposed future
paved area, the water valve box shall be adjusted to final grade and a concrete collar installed
in accordance with the collar detail in with Attachment A-28 — Valve Box Concrete Collar
Detail. Off-road/open field condition concrete collars are required on all valve boxes located in
future paved areas if the pavement is not installed within the same construction season in
which the waterline construction is performed.
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Where valve boxes are located in the shoulder of a road, the top of the valve box shall be
constructed in accordance with Attachment A-27 — Manhole/Structure/Valve Box Placement —
Shoulder Area.
Warning Tape: Warning tape shall be installed continuously in the trench above the water
line a distance of thirty inches (30") above the pipe. The warning tape shall be three inches
(3") wide and blue in color with the legend "Caution Buried Water Line Below" in black and
extend continuously in the trench. If any existing warning tape is damaged in construction
activities the contractor shall splice additional warning tape to each end to provide a
continuous warning tape along the water line. Warning tape shall be installed on water service
lines from the tap at the main to the edge of the right-of-way or easement.
Marker Posts: Fiberglass reinforced composite marker posts shall be installed adjacent to
each water line that is located outside of a paved road surface. The marker posts shall be
installed adjacent to and within two feet (2') of each valve and change in direction of the
waterline. Intervals between marker posts shall be such that there is a clear line-of-sight
between marker posts. The marker posts shall be a minimum of three and one-half inches
(3.5") wide allowing for a three inch (3") decal to be placed on one or both sides. The post
shall extend four feet (4') above finish grade and include a minimum of eighteen inches (18")
anchor depth underground. The marker posts shall be blue in color.
Fire Hydrants: Fire hydrants shall be Mountain Specified Hydrants of the dry barrel type
and conform to AWWA C502. Hydrants shall have a 5'/4' main valve, two 2'/2" hose
connections and one 4'/2" pumper connection. Hydrants shall have six inch (6") mechanical
joint connections and safety traffic flange. Fire hydrants shall be Mueller Centurion No. A-423
or Waterous Pacer WB-67 with bronze seat ring. Hydrants shall open left (counter-clockwise
rotation).
Fire hydrant assemblies shall include both mechanical joint restraints to fittings/piping as
detailed on Attachment A-21 - Mechanical Joint Restraint Details and concrete thrust blocks
as detailed on Attachment A-16 — Fire Hydrant Detail and described in Chapter 4 - Section
4.6.3 - Pipeline Installation. The mechanical joint restraints shall be installed on all joints from
the water main tee to and including the fire hydrant. Tie rods may be required in instances
where necessary as determined by the Town.
A metal marker pole assembly shall be attached around one of the hydrant's 2'/2" hose
connections. The assembly shall be designed with a spring assembly at the bottom and a red
metal flag at the top. The marker pole assembly shall be approved by the Town.
Blow-offs: Blow-offs are prohibited and shall not be used. Dead-end lines, when approved,
shall include a fire hydrant assembly located at the end of the line.
Air-Release Valves: Air-release outlets shall be provided at high points in the water
distribution system. These outlets shall take the form of a fire hydrant or an automatic air-
release valve. The proposed location must be pre-approved by Fraser. Fraser prefers the use
of fire hydrants as the air release outlet unless the water line designer determines the
automatic air release valve is required for proper system operation based on factors such as
topography, site conditions, etc. Automatic air-release valves shall be installed in a four foot
(4') diameter manhole in accordance with Attachment A-31 — Air Release Valve Structure.
The air release valve shall be Cla-Val Air Release Valve Series 34 AR or equal approved by
Fraser. Air Release Valve Structures located within the street shall be raised to final grade
29
with either asphalt surfacing installed adjacent to the access frame and cover or with a
concrete collar. If the access frame and cover is set at final grade during the asphalt paving
process the following procedure shall be followed:
1. Installation of the bottom lift of asphalt shall be placed over the top of the air release
structure.
2. The frame and cover of the structure shall be exposed and set to its final grade at one-
half inches (0.5") lower than the grade of the final street surface. Any void created in
the bottom lift of asphalt by exposing and raising the access frame and cover shall be
filled with compacted hot mix asphalt prior to placement of the top lift of asphalt.
3. Installation of the top lift of asphalt shall be placed and compacted maintaining the
required vertical distance from the street surface to the top of the access frame and
cover.
If a concrete collar is the selected method used to raise the access frame and cover to final
grade it shall be installed after the top lift of asphalt is placed and in accordance with
Attachment A-29 — Structure/Manhole Concrete Collar Detail. The surrounding area that is to
be prepared for the collar shall be mechanically cored and not jack -hammered out.
Fire hydrants used as an air release outlet must meet the requirement for Fire Hydrants in
Chapter 4 - Section 4.6.2 - Materials. Each fire hydrant designated as an air -release outlet
within the potable water system shall be painted red. Each fire hydrant designated as an air -
release outlet within the non -potable water system shall be painted purple.
Casing Pipe: Steel Casing Pipe shall be installed at all State highway crossings, railroad
crossings, waterway crossings and at major street locations as determined by Fraser. Steel
casing pipe shall be installed either as a bore casing or an open trench casing. The casing
shall extend beyond the edge of shoulder, top of bank or the toe of slope a distance equal to
one and one-half (1.5) times the depth of the casing pipe unless otherwise approved by
Fraser. The carrier pipe shall be push -on single gasket or mechanical joint ductile iron pipe.
Three (3) skids shall be affixed to the carrier pipe for each twenty foot (20') pipe length. The
skids shall consist of a steel skid clamp with neoprene or PVC runners. Four (4) runners shall
be attached to each skid at ninety degree (900) positions around the pipe. The carrier pipe
within the encasement pipe section including the first two joints outside the casing pipe on
each end shall have restrained joints. Reference Attachment A-25 — Bore Casing Detail. The
steel casing pipe size and wall thickness shall meet the following minimum requirements:
CARRIER PIPE
NOMINAL
CASING PIPE
MIN.
0. D.
MINIMUM WALL
THICKNESS
4"
12"
0.188"
6"
16"
0.250"
8"
18"
0.282"
12"
22"
0.344"
16"
28"
0.406"
20"
32"
0.469"
Trench laid casings shall be installed per trenching standards and detail.
Tapping Sleeves: Tapping sleeves shall be used where tying a new line perpendicular to an
existing water line for 6 -inch through 20 -inch nominal diameter pipe. Tapping sleeves shall be
stainless steel and conform to ASTM A240 Type 304/304L or approved equal. Flanges shall
30
conform to AWWA C 223. Bolts and nuts shall be stainless steel Type 304SS. The tapping
sleeve assembly shall be enclosed within the polyethylene wrap. A gate valve and valve box
assembly shall be connected at the tapping sleeve prior to installation of pipe. The tapping
sleeve shall be ROMAC SST, FORD Model FTSS or approved equal.
Pressure Reducing Valves: Pressure reducing valves shall be CLAVAL, Model 90-1 as
manufactured by CLAVAL or equal approved by Fraser.
Drainage Flap Gate: Drainage flap gates shall be Waterman Model F-10 as manufactured
by Waterman Water Control Specialists or equal approved by Fraser.
4.6.3 Pipeline Installation
Water pipelines shall be installed in a thorough and workmanlike manner in accordance with
the approved plans. Pipe shall be laid in an un -watered trench and shall not be used for
draining water from the trench. Pipes are to be kept clean during installation by capping or
plugging ends with a mechanical plug or other similar means. The minimum bedding and
backfill requirements for pipelines and appurtenances shall be as shown on Attachment A-18
— Water Main and Service Line Bedding and Backfill Detail. The minimum cover shall be nine
feet (9') from top of water line to finished grade. Pipelines shall not be placed deeper than ten
feet (10') without prior approval by Fraser.
A minimum of seven feet (7') of cover will be allowed if at least two inches (2") of an approved
pipeline insulation is provided for each vertical foot of cover less than nine feet (9'), per
Attachment A-18 —Water Main and Service Line Bedding and Backfill Detail. If insulation is
installed, use approximately six inches (6") of a fine grained material (i.e. Class 6/road base,
sand or squeegee/pea gravel) for the pipe zone materials above and beneath the insulation to
protect it from breakage during backfill. Prior to placement of the insulation, level and compact
the trench bedding material to provide a flat, smooth surface for the insulation. Carefully place
bedding material over the insulation so as to not puncture or damage the insulation.
If the bottom of the excavation is soft or unstable, and in the opinion of the Town, is not a
satisfactory support for the pipeline, further depth and/or width shall be excavated, refilled and
compacted to six inches (6") below the pipe outside diameter (excluding bells) with Trench
Stabilization Material, as specified in "Trenching, Bedding and Backfill."
All pipeline fittings (i.e., bends, tees, plugs, and caps) shall be installed with concrete thrust
blocks adequately designed for the specific application. Thrust blocks shall be cast -in-place
from concrete having a minimum compressive strength of 3,000 psi and bear against
undisturbed earth on the trench wall. Minimum requirements for thrustblocks are as shown on
Attachment A-20 — Concrete Thrustblocks.
Batch plant mix or pre -mix concrete may be used for thrust block construction provided it
meets the compressive strength requirements for thrust blocks and is thoroughly mixed in
accordance with the manufacturer's requirements. Stacking bags of pre -mix concrete as a
substitute for placing thoroughly mixed concrete for thrust blocks is not acceptable. Splitting
bags of pre -mix cement in the hole at the thrust block location and adding water is not
acceptable. Only thoroughly mixed concrete placed in the thrust block locations to the detail
shown in these standards for thrust blocks is acceptable.
Alternate means of thrust restraint may be considered and approved for use where proved to
provide similar restraint. Supplemental restraint shall be required where the Town Engineer
believes the soil bearing pressures to be inadequate, or where the Town Engineer is
31
concerned about subsequent movement due to slope or other conditions of service, see
Attachment A-21 — Mechanical Joint Restraint Details, and Attachment A-22 — Length of
Restrained Pipe. Valves near a fitting must be tied back to that fitting, using rodding or
mechanical joints.
4.6.4 Fire Hydrant Installation
Fire hydrants shall be located as required by Fraser and the Fire Protection District in
accordance with the International Fire Code, as adopted by the Town. The applicant shall be
required to obtain the approval of the Fire Protection District for fire hydrant locations. Fire
hydrant assemblies shall be installed with both mechanical joint restraints to fittings / piping as
detailed on Attachment A-21 — Mechanical Joint Restraint Details and concrete thrust blocks
as detailed on Attachment A-16 — Fire Hydrant Detail and described in "Pipeline Installation."
The mechanical joint restraints shall be installed on all joints from the water main tee to and
including the fire hydrant.
4.6.5 Locking Valve Box Installation
Specific instances may be identified, in the opinion of Fraser, which require a water system
valve to remain in the open or closed position and only operated by Fraser staff. In the event
a specific water valve is identified, for this security a locking valve box lid shall be installed in
accordance with Attachment A-26 — Lockina Valve Box Detail.
4.6.6 Testing
All finished water lines, after pipe and fitting restraints are in place, shall be pressure and
leakage tested at not less than one -hundred -fifty (150) psi for a two (2) hour period. If working
pressure is greater than one -hundred (100) psi, the test shall be performed at one and one-
half (1.5) times the expected working pressure. Unless approved by the Town Engineer no
lines longer than one -thousand -two -hundred feet (1,200') shall be tested at one time.
No pipeline installation will be acceptable until the leakage is less than the amount computed
by the following formula:
L = SD(P)0-5
133,200
Where:
L = Allowable leakage in gallons (per hour)
S = Tested length of pipe (feet)
D = Nominal diameter of pipe, inches
P = Average test pressure during the test, psi
An electrical conductivity test shall be conducted on each of the tracer wire installation and
the piping system pre -welded tab and jumper strip installation using a low voltage, low current
test procedure to confirm that the tracer wire is continuous and functional between each test
station located adjacent to the fire hydrants. The test results shall be pass/fail. The electrical
load shall not exceed the capacity of the system. The electrical conductivity testing shall be
contracted by Fraser and back charged to the Applicant for any and all costs incurred.
Results of the conductivity test shall be submitted in written format to Fraser upon completion
of the testing. The report information shall include the testing firm's name, address and
telephone number; testing technicians name; date(s) of test; and results of the conductivity
test for each section of tracer wire between test stations. The report shall be signed by the
technician performing the conductivity test.
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All fire hydrant assemblies and distribution system gate valves shall be fully operated in the
presence of the Town to ensure they are fully operable.
A leak detection test shall be performed on the waterlines during the last quarter of the
warranty period and a written record of the test results provided to Fraser. If the leak detection
test cannot be performed due to inclement weather and/or site conditions it will be delayed
until a future date when the weather or site conditions allow for a safe working environment to
perform the test, as determined by the Town. The leak detection testing work shall be
contracted by Fraser and back charged to the Applicant for any and all costs incurred.
4.6.7 Disinfection
All water piping shall be disinfected in accordance with AWWA C651 after all construction
work has been completed. Chlorine shall be added to the water at the necessary locations in
the amount to form fifty (50) ppm free chlorine residual. The chlorine solution shall be left in
the pipelines for not less than twenty-four (24) hours, during which time all valves and fire
hydrants shall be operated in order to disinfect the appurtenances. After that length of time,
the chlorine residual of the solution, at any place within the system, shall not be less than ten
(10) ppm. All chlorination work must be done in the presence of the Town. At the end of
twenty-four (24) hours, a bacteriological test is to be performed by a Colorado certified
laboratory acceptable to the Town to insure adequate disinfection. A third party independent
contractor, acceptable to the Town, will take the required samples and deliver them to the
certified laboratory for testing. At the Town's discretion, they may take additional check
samples and deliver the samples to a certified laboratory for testing. All costs associated with
the sampling and testing shall be at the cost of the Applicant.
Following completion of the disinfection (chlorination) work the Applicant is responsible to
dechlorinate and properly dispose of the test water in strict compliance with all local, state and
federal laws, rules and regulations. Prior to disposal, provisions must be made by the
Applicant to assure that no chlorinated water is discharged to the ground. Acceptance or
acknowledgement of the proposed method of disposal of the test water by the Town does not
relieve the Applicant from any and all responsibility, liability and/or damages caused by the
release.
CHAPTER 5 - SANITARY SEWER SYSTEM DESIGN
5.1 GENERAL
Fraser operates and maintains the municipal sanitary sewer collection system. The collection system as
designed is intended to provide gravity service only. Before the start of design, the Applicant shall
contact the Town of Fraser to confirm the appropriate connection point with the existing collection
system. Sewage lift stations and force mains will not be permitted unless special conditions merit
consideration for approval otherwise.
The system design is based on a wastewater flow rate of one -hundred (100) gallons per capita per day
and an average household of 2.75 people per household for a total flow rate of two -hundred -seventy-five
(275) gallons per day. Historical peak flow rates are identified as two and one-half (2.5) times the
average flow rate. The standards defined herein require the peak build -out flow rate to be carried within
the pipe flowing not greater than half full.
Non-residential user flow rates shall be determined and calculated as described above. These flow rates
shall be reviewed and approved by Fraser prior to design of proposed improvements to connect to
Fraser's system.
33
5.2 BASIC DESIGN POLICIES
All new sanitary sewer collection system designs and related information shall meet, at a minimum, the
Town of Fraser Minimum Design Criteria and Construction Standards. Any design standards not included
within these Standards will be subject to the minimum standards set forth in other current publications
found in Chapter 14 — Publications, References and Design Aids.
5.3 REQUIRED EASEMENTS
Where the municipal sanitary sewer system is to be located out of the public right-of-way, the Applicant
shall be responsible for obtaining easements required for the construction, maintenance, and operation
of the facilities. The legal description for the easements shall be prepared by a Registered Land Surveyor
in the State of Colorado. Easements shall be in a form acceptable to Fraser and shall be shown on the
design and as -built drawings. Fraser will not approve the design documents until all required easements
have been deeded to Fraser, unless an alternate schedule is approved by Fraser.
The minimum width of easements for a single pipeline shall be thirty feet (30'). Temporary construction
easements shall have a minimum width of forty feet (40'). An easement containing both a water line and
a sewer line shall be no less than thirty-six feet (36'). Wider easements shall be required for deep
sections of pipeline, multiple lines, steep terrain, or where otherwise required by Fraser. Deep sections of
pipeline is defined as the water line depth of cover exceeding nine feet (9') and/or the sanitary sewer line
depth of cover exceeding seven feet (7). Easement widths for deep lines are determined using
Attachment A-5 — Utility Easement Widths.
5.4 SANITARY SEWER COLLECTION SYSTEM
5.4.1 Design, Layout and Sizing
Collection sewers shall be designed to carry not less than the projected peak flow rates
flowing one-half full (safety factor = 2.0), unless otherwise approved by Fraser. The minimum
size sewer collection line shall be eight inches (8") diameter. Sewers shall be so designed
and constructed to give mean velocities, when flowing full, of not less than two feet per
second (2 fps). Pipe slopes shall not exceed twelve percent (12%) grade.
Sewers shall generally be designed with sufficient depth to serve basements by gravity. The
minimum cover shall be seven feet (7') from top of sewer to finished grade. Sanitary sewers
with less than seven feet (7') of cover will be considered by the Town with installation of two
inches (2") of pipeline insulation installed for every one foot (1') of cover less than seven feet
(7'). The minimum cover for sanitary sewer lines installed with insulation is five feet (5) from
top of sewer to finish grade. See Attachment A-38 — Sewer Main and Service Line Bedding &
Backfill Detail for details.
Sewer main sizing, layout and connections shall be coordinated with the Town during the
review process. Where certain lines may also serve a truck line function, in the opinion of
Fraser, Fraser may direct that such lines be oversized, and the Applicant's Engineer shall so
design the system. In this case, Fraser will pay the incremental oversize costs.
State regulations require that sewer and water lines shall have ten feet (10') minimum of
horizontal separation from outside of pipe to outside of pipe. Where this separation is
impractical, Fraser may permit other separation requirements, in accordance with applicable
standards and regulations. If a water line passes within eighteen inches (18") vertical distance
above a sewer main or service, or if it lies within the minimum horizontal separation of the
sewer, the sewer is to be encased per Attachment A-24 — Pipe Encasement Detail or
modified to have "no bell" construction per Attachment A-23 — Pipe Crossing Detail. If a water
line crosses under a sewer main or service line, a twenty foot (20') length of PVC C-900 or C-
34
905 (as appropriate) shall be used for the gravity sewer line, Smith -Blair 229, Full Circle
Collar Leak Repair Clamps shall be installed on all sanitary sewer joints within the minimum
horizontal clearance requirements and a twenty foot (20') length of ductile iron pipe shall be
installed on the water line, centered over the centerline of the sanitary sewer.
A ten foot (10') centerline to centerline separation shall be maintained between the sanitary
sewer line and all dry utilities and between the waterline and all dry utilities, unless otherwise
approved by the Town. Dry utility cabinets, risers, pedestals or other appurtances shall not be
located within this ten foot (10') separation distance or within the right -or -way or within a ten
foot (10') radius of any fire hydrant, unless otherwise approved by the Town. The Applicant is
referred to all other utility providers to determine their respective minimum separation criteria
and requirements from the Town's utilities and then design their site and utility layout to meet
the more stringent requirements.
Where required for structural reasons or to protect potable water pipelines, the sewer shall be
encased in reinforced concrete having design characteristics not less than those shown on
the Attachment A-24 — Pipe Encasement Detail.
Manholes shall be located at a maximum spacing of four -hundred feet (400') center -to -center
and also at changes in sewer pipeline alignment and/or grade and at the end of each line.
Sewers shall be laid with uniform slope between manholes.
Drop manholes are to be provided for any pipeline whose invert entering the manhole is
greater than eighteen inches (18") above the invert out.
Where different size pipes enter a manhole, the smaller pipe flowline shall be higher such that
the top of the two pipes is at the same elevation. Any variation to this layout shall require a
variance. See Chapter 15 - Variance Review Procedure.
Manhole steps shall be spaced uniformly from the top step to the bottom step for maximum
operator safety when entering and exiting the manhole. Additionally the top step and bottom
step shall be installed within the tolerances defined herein. See Chapter 5 - 5.4.2 Materials —
Manhole Steps for the spacing detail and tolerances.
5.4.2 Materials
Pipe and Fittings:
For pipe installations less than fourteen feet (14') deep measured from the pipe invert to
finished grade and slopes less than eighteen percent (18%).
1. Pipe and fittings, fifteen inches (15") in diameter and smaller maybe SDR 26 (sizes; 8 -
inch through 15 -inch), AWWA C900 (sizes; 8 -inch through 12 -inch) or AWWA C905
(size; 14 -inch).
2. Pipe and fittings, sixteen inches (16") in diameter and larger shall be AWWA C905.
For pipe installations greater than fourteen feet (14') deep measured from the pipe invert to
finished grade and/or slopes greater than eighteen percent (18%):
1. Pipe and fittings twelve inches (12") in diameter and smaller shall be polyvinyl chloride
(PVC), AWWA C900, minimum thickness conforming to ASTM D2122.
2. Pipe and fittings sixteen inches (16") in diameter and larger shall be polyvinyl chloride
(PVC), AWWA C905, minimum thickness conforming to ASTM D2122.
The size of each pipe segment between manholes shall be consistent. In the case where the
depth of line or slope of the line exceeds the limits defined herein and the same size of pipe in
35
C900/C905 doesn't exist with the size of downstream pipe (SDR 26 pipe) the C900/C905 pipe
shall be increased to the next available size. The SDR 26 pipe shall be green. The
C900/C905 pipe shall be green or white.
Pipeline Insulation: For normal depth of bury and overburden, insulation shall be Dow
STYROFOAM 60, or approved equal. For heavy traffic or other high -compaction service, Dow
STYROFOAM 115 shall be used.
Manholes: Manhole bases, barrels and tops shall be precast concrete units conforming to
ASTM C-478. Concrete for manhole inverts and other similar items shall have a twenty-eight
(28) day compressive strength of not less than three -thousand (3,000) psi. All reinforcement
required shall be standard deformed reinforcement conforming to the requirements set forth in
ASTM A615, Grade 40.
All exterior surfaces of the manhole shall be coated with the manufacturer's epoxy coating
providing a continuous waterproof coating without thin spots or exposed concrete surfaces.
Where a manhole is installed in a high groundwater area, in addition to the factory applied
epoxy coating, the exterior of the manhole shall have a heavy coating of bituminous water
proofing material applied in the field. The bituminous coating shall be applied consistently to
the below ground exterior surfaces and over the top of the external joint wrap.
The top section required for change of diameter shall be eccentric cone or flat slab if
approved by the Town Engineer or shown on the Standard Details. The access step layout
shall provide consistent spacing throughout the cone and barrel sections. To bring the
manhole cover to the correct elevation, the adjustment section of each manhole shall be
pre -cast concrete grade adjustment rings. These rings shall be not less than six inches (6")
wide and furnished in heights to allow for one inch (1 ") adjustment. Total adjustment height
with grade rings, shall not exceed eight inches (8").
Manholes for sewers of less than sixteen inch (16") diameter shall have a minimum inside
diameter of four feet (4') for straight through runs of pipe or for pipes entering at ninety
degrees (900) to the out flow pipe. Manholes for sewers of sixteen inch (16") through twenty-
one inch (21 ") diameter shall have a minimum inside diameter of five feet (5) for straight
through runs of pipe or for pipes entering at ninety degrees (900) to the out flow pipe.
Where pipes enter a manhole at angles less than ninety degrees (900) from any other pipe or
for pipe sizes larger than twenty-one inches (21 "), the Applicant shall consult the Town for the
required manhole diameter requirements.
Manhole depths shall not exceed ten feet (10') measured from the pipe invert elevation to top
of finish grade without prior approval of the Town.
Manholes shall be constructed and installed in accordance with; Attachment A-39 — Standard
Precast Concrete Manhole, Attachment A-40 — Shallow Precast Concrete Manhole and
Attachment A-41 - DroD Precast Concrete Manhole.
Manhole Joints: Joints between precast manhole sections are to be sealed with Rub-R-Nek
LTM by Henry Company, or approved alternate gasket material.
External Joint Sealing: In addition to the gasket material used within the joints between
sections of the manhole, an external joint wrap is required. The joint wrap shall be a self -
adhered membrane consisting of two waterproofing materials consisting of aggressive
36
rubberized asphalt adhesive backed by a layer of high density cross laminated polyethylene
as manufactured by Grace Construction Products or approved equal. The membrane strips
shall be a minimum of twelve inches (12") wide.
Flexible Watertight Boot: A flexible watertight "boot" system shall be provided to seal
around the sewer line entering the pre -cast manhole base. Acceptable products include:
1. PSX Positive Seal, as manufactured by Press -Seal Gasket Corp., Fort Wayne, Indiana
2. Kor-N-Seal, as manufactured by NPC, Inc., Milford, NH, or;
3. An approved alternative.
The sanitary sewer pipe shall protrude through the manhole wall. Where a pre -poured invert
trough is present in the manhole base, the pipe shall extend to that point. Where a pre -poured
invert trough does not exist, the pipe shall extend a minimum distance of six inches (6") inside
the interior face of the manhole wall.
Manhole Covers: Manhole frames and covers shall be cast iron with the word "SEWER"
cast on the cover. The frame shall provide a minimum clear opening of twenty-four inch (24")
diameter unless otherwise approved, manhole lids shall be gasketed, unbolted lids per
Neenah Model R-1500 "Self Sealing" or approved equal. If a gasketed, bolted lid is required
by Fraser, it shall be Neenah Model -1915-S1, or approved equal.
Manhole Steps: Manhole Steps shall be injection -molded polypropylene encapsulating a
one-half inch ('/2") diameter grade 60 reinforcing rod. Shall be M.A Industries step, Model PS -
1 PF, as provided by Amcor Precast, Littleton, CO, or approved equal.
Manhole steps shall be installed in each manhole with equal spacing of one foot — zero inches
(1'-0") on center in vertical alignment from the top step to the bottom step. The top step shall
be installed within the range of one foot — three inches (1'-3") minimum to one foot - eight
inches (1"-8") maximum from the top of the lid elevation. The bottom step shall be installed
within the range of zero feet — ten inches (0'-10") minimum to one foot — three inches (1'-3")
maximum from the manhole bench. The precast manhole barrels shall be sized vertically to
accommodate this step spacing with adequate distance between barrel joints and steps to
provide the structural support required for safe ingress/egress.
Warning Tape: Warning tape shall be installed continuously in the trench above the sewer
line a distance of thirty inches (30") above the pipe. The warning tape shall be three inches
(3") wide and green in color with the legend "Caution Buried Sewer Line Below" in black and
extend continuously in the trench. If any existing warning tape is damaged in construction
activities the contractor shall splice additional warning tape to each end to provide a
continuous warning tape along the sewer line. Warning tape shall be installed on sewer
service lines from the tap at the main to the edge of the right-of-way or easement.
Marker Posts: Fiberglass reinforced composite marker posts shall be installed adjacent to
each manhole located outside a paved road surface. The marker posts shall be a minimum of
three and one-half inches (3.5") wide allowing for a three inch (3") decal to be placed on one
or both sides. The post shall extend four feet (4') above finish grade and include a minimum of
eighteen inches (18") anchor depth underground. The marker posts shall be green in color.
Casing Pipe: Steel Casing Pipe shall be installed at all State highway crossings, railroad
crossings, waterway crossings and at major street locations and at locations where the
sanitary sewer passes under a significant drainage structure, retaining wall or other similar
site structure as determined by Fraser. Steel casing pipe shall be installed either as a bore
37
casing or an open trench casing per the approved plans. The casing shall extend beyond the
edge of shoulder, top of bank or the toe of slope a distance equal to one and one-half (1.5)
times the depth of the casing pipe unless otherwise approved by Fraser. The carrier pipe
within the casing pipe including the first two joint outside the casing pipe on each end shall be
push -on single gasket C900/C905 PVC pipe and shall have retrained joints. Three (3) skids
shall consist of a steel skid clamp with neo-prene or PVC runners. Four (4) runners shall be
attached to each skid at 90 degree positions around the pipe. Reference Attachment A-25 —
Bore Casing Detail. The steel casing pipe shall have fully welded joints to provide a smooth
seamless transition through the casing pipe and be of the minimum size and wall thickness
meeting the following requirements:
CARRIER PIPE
NOMINAL
CASING PIPE
MIN. O.D. MIN.
WALL THICKNESS
4"
12"
0.188"
6"
16"
0.250"
8"
18"
0.282"
12"
22"
0.344"
16"
28"
0.406"
20"
32"
0.469"
Trench laid casings shall be installed per trenching standards and detail.
5.4.3 Pipeline Installation
At such time work begins to install a new sanitary sewer line into the existing sanitary sewer
collection system, the contractor shall plug the new sanitary sewer line at the connection point
to the existing system with a water -tight plug. The plug and its installation method shall be
acceptable to the Town. The plug shall remain in place until the project is complete and final
acceptance is granted by Fraser or Fraser authorizes its removal. Fraser will notify the
Applicant in writing at such time the plug can be removed. The contractor shall be responsible
to thoroughly clean and pump the water and debris from the line prior to removing the plug.
Water and debris from cleaning the line shall be properly disposed of by the contractor in a
manner acceptable to the Town.
The sanitary sewer pipe shall extend through the manhole wall and shall be flush or slightly
inside the interior manhole wall surface on each side (mid -point of the pipe).
The sewer system shall be installed in a thorough, workmanlike manner in accordance with
the Design Documents that have been approved by the Town. The minimum bedding and
backfill requirements shall be as shown on Attachment A-38 — Sewer Main and Service Line
Beddina & Backfill Detail.
The minimum cover shall be seven feet (7) from top of sewer line to finished grade. Pipelines
shall not be placed deeper than ten feet (10') without prior approval by the Town. A minimum
of five feet (5) of cover will be allowed if approved pipeline insulation is provided, in
accordance with Attachment A-38 — Sewer Main and Service Line Beddina & Backfill Detail. If
insulation is installed, use approximately six inches (6") of a fine grained material (i.e. Class
6/road base, sand or squeegee/pea gravel) for the pipe zone materials above and beneath
the insulation to protect it from breakage during backfill.
If the bottom of the excavation is soft or unstable, and in the opinion of the Town, is not a
satisfactory support for the pipeline, further depth and/or width shall be excavated and refilled
38
to six inches (6") below the pipe outside diameter (excluding bells) with Trench Stabilization
Material, as specified in Chapter 11 - Trenching, Bedding and Backfill.
Each pipe length and fitting interior, interior surface of bells, and exterior surface of spigots
shall be cleaned of all foreign material before placing it in the trench and shall be kept clean
all times thereafter. Each item must also be examined for cracks and other defects before
installation.
Pipe shall be cut, only whenever necessary, to conform to location of manholes or
connections. All cuts shall be straight, true, and at right angles to the axis of the pipe unless
otherwise noted or directed by the Town Engineer. The cutting process shall leave a smooth
end without damaging the pipe. All burrs shall be removed from the ends of cut pipe, and the
end chamfered and lightly rasped or filed. All tools used in cutting pipe shall be subject to the
Town Engineer's approval. The manufacturer's requirements for lubrication and gaskets must
be followed.
Pipe laying shall proceed upgrade with the spigot ends of pipe pointing in the direction of the
flow, unless otherwise approved by the Town Engineer. Each pipe length shall be laid true to
line and grade in such manner as to form a close concentric joint with the adjoining pipe and
to prevent sudden offsets to the flow line. Pipe shall be laid in an unwatered trench and shall
not be used for draining water from the trench. Pipes are to be kept clean by capping or
plugging ends with a mechanical plug approved by the Town.
Full sections of pipe shall be installed whenever possible. Cut sections of pipe shall only be
used as required to connect to wye branches or manholes at designated stations. Use of
multiple cut sections of pipe between a manhole and a wye branch, a wye branch and
another wye branch, a wye branch and a manhole or two manholes is unacceptable and will
be rejected.
5.4.4 Manhole Installation
Manholes shall be constructed to conform to the detail shown in the Standard Details and
shall be set plumb. The invert channels shall be smooth and semi -circular in shape,
conforming to the inside of the incoming and outgoing sewer pipelines. Changes in direction
of flow shall be made with a smooth curve with as large a radius as the size of the manhole
will permit. Changes in size and grade of the channels shall be made gradually and evenly.
Where differences in invert elevations exist, sloped flow channels shall be formed so the
sewage does not undergo a vertical drop. The floor of the manhole outside of the channel
shall be smooth and shall slope toward the channels not less than one inch (1 ") per foot and
no more than two inches (2") per foot. The top circumference of the base shall be finished
level and smooth to permit obtaining a watertight joint. The manhole covers shall be set with
their tops at the grades set forth in the Standard Details.
Manholes located within the street shall be raised to final grade with either asphalt surfacing
installed adjacent to the manhole or with a concrete collar. If the manhole is set at final grade
during the asphalt paving process the following procedure shall be followed:
1. Installation of the bottom lift of asphalt shall be placed over the top of the manhole.
2. The manhole shall be exposed and set to its final grade at one-half (0.5") inches lower
than the grade of the final street surface. Any void created in the bottom lift of asphalt
by exposing and raising the manhole shall be filled with compacted hot mix asphalt
prior to placement of the top lift of asphalt. Paving rings shall not be used.
3. Installation of the top lift of asphalt shall be placed and compacted maintaining the
39
required vertical distance from the street surface to the top of the manhole. The
manhole ring and cover shall remain vertical and centered over the cone section.
If a concrete collar is the selected method used to raise the manhole to final grade it shall be
installed after the top lift of asphalt is placed and in accordance with either Attachment A-29 —
Structure/Manhole Concrete Collar Detail or Attachment A-30 — Optional Manhole/Structure
Adjustment Detail. Manhole tops without bolted, gasketed covers shall not be set at or below
surrounding grade, except in paved roadways. The site shall be graded so that drainage is
away from the manhole.
Each joint of the precast manhole barrel shall have at least one continuous gasket placed on
the lower ledge before the barrel immediately above is lowered into place. Joints between the
precast manhole barrel sections and the cast in place manhole bases shall use two
continuous gaskets and shall be wrapped externally using the external joint sealing material.
In both cases, the surface of the precast barrels and/or the cast in place bases shall be
smooth, clean, coated with a bituminous or epoxy coating and sound. The joint surfaces shall
be cleaned to remove any concrete projections or dirt which may prevent a water -tight seal
from being established. The joints shall be prepared and the gaskets shall be placed in
accordance with the manufacturer's recommendations.
External Joint Sealing Wrap is to be applied to clean dry epoxy coated concrete surfaces. The
wrap shall be placed with the manhole joint centered within the membrane strip and
overlapped a minimum distance of eighteen inches (18") when wrapped around the manhole.
The wrap shall be applied immediately prior to backfilling, so when backfill is compacted the
earth pressure forces bituminous wrap into concrete surfaces. Temperature of manhole
sections and of backfill materials must be above forty degrees (400) Fahrenheit from time of
applying wrap to time of backfilling.
New sanitary sewer lines entering an existing manhole shall only be connected if an existing
sewer line stub -out is present or by core drilling a hole in the existing manhole wall suitable
for installation of a flexible watertight boot.
5.4.5 Underdrains
Underdrains laid in the same trench as a sanitary sewer line are not permitted.
5.5 FLUSHING AND LEAK TESTING
5.5.1 Sanitary Sewer Line Flushing and Leak Testing
The following testing procedures are intended to determine if the sanitary sewer line meets
the Fraser's minimum quality standards. Alternative procedures meeting or exceeding the
intent of these procedures, as determined by the Town's Engineer, may be acceptable. In any
case, however, proposed alternative testing procedures shall be included in the design plans
and specifications submitted to the Town for review and approval.
Fraser shall be notified no less than forty-eight (48) hours prior to the desired test time.
The Town shall witness all tests and verify the accuracy and acceptability of the equipment
utilized. The Town will review the test procedures for any section that fails to pass any test
and review the method proposed by the Applicant to repair the failed section. The Town shall
approve all repair methods. Following the repair the section shall be retested.
Pipeline Flushing: The pipelines shall be flushed as the work progresses by means that are
in accordance with good practice, to insure that earth, sand, rocks or other foreign materials
40
are removed from the interior of the pipeline. All debris flushed at the lower end of the new
pipeline shall be caught and removed to ensure the debris doesn't enter Fraser's system.
Alignment and Grade: Sewer pipelines will be checked by the Town to determine whether
any displacement of the pipe has occurred after the trench has been bedded. The test will be
as follows:
A light will be flashed between manholes, or if the manholes have not as yet been
constructed, between the locations of the manholes, by means of a flashlight or by reflecting
sunlight with a mirror. If the illuminated interior of the pipelines shows poor alignment,
displaced pipe, earth, or other debris in the pipe, or any other kinds of defects, the defects, as
determined by the Town, shall be remedied by the contractor. The test will be repeated
following completion of backfilling and any poor alignment, displaced pipe, or other defects,
determined by the Town, shall be corrected at no cost to Fraser.
Leakage Testing by Exfiltration: Tests for water tightness shall be made by the contractor
in the presence of the Town. The contractor shall provide assistance to the Town in
development of a detailed record of the testing program. The sewer line and connections shall
not leak in excess of the following rate for a 24-hour test period:
Pipe Size
Inches
MAXIMUM ALLOWABLE SEWER LINE LEAKAGE
Leakage
Gal/Foot/24 Hours
18
0.68
15
0.57
12
0.45
10
0.38
8
0.30
6
0.23
Each reach of pipeline between manholes shall be tested individually. Any individual reach
that leaks in excess of the amount allowed in the previous paragraph shall be considered as
failing, and shall be repaired and retested. At the discretion of the Town, the time for leakage
rate test may be shortened to four (4) hours.
The tests and measurement of infiltration or exfiltration shall be conducted in a manner as
approved by the Town. The minimum head for the exfiltration tests shall be two feet (2') above
the top of the pipe at its highest point in the test section. Sections shall be bulk -headed so
that during any test the head on the sewer at its lowest elevation will not be more than ten
feet (10'). This restriction does not apply to ductile -iron pipe or C -900/C-905 PVC pipe.
The contractor shall repair the sewer in a manner that is satisfactory to the Town and re -test
until satisfactory tightness is obtained.
Leakage Testing by Infiltration:
Infiltration tests will be used if the groundwater table is likely to be one foot (1') or more above
the invert of the finished sewer. Otherwise, exfiltration tests will be used. The allowable
leakage rates are as tabulated for Section 5.5.1 — Leakage Testing by Exfiltration.
Low -Pressure Air Test:
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At the option of the contractor, low-pressure air testing of the installed sewer pipe in
accordance with ASTM F1417 procedure may be used instead of the leakage exfiltration test.
The following criteria and procedure shall be utilized, unless otherwise approved by Fraser.
1. Plug Restraint. It is extremely important and essential that all plugs be installed and
braced in such a way that blowouts are prevented. It is recommended that every plug
be positively braced and that no one be allowed in the manhole adjoining a line being
tested so long as pressure is maintained in the line.
2. Relief Valve. All pressurizing equipment used for low-pressure air testing shall include
a regulator or relief valve set no higher than nine (9) psig to avoid over -pressurizing
and displacing temporary or permanent plugs. As an added safety precaution, the
pressure in the test section should be continuously monitored to make certain that it
does not at any time exceed nine (9) psig.
3. Plug Design. Either mechanical or pneumatic plugs may be used. All plugs shall be
designed to resist internal testing pressures without the aid of external bracing or
blocking. However, the contractor should internally restrain or externally brace the
plugs to the manhole wall as an added safety precaution throughout the test.
4. Singular Control Panel. To facilitate test verification by the Town, all air used shall
pass through a single, above ground control panel.
5. Equipment Controls. The above ground air control equipment shall include a shut-off
valve, pressure regulating valve, pressure relief valve, input pressure gauge, and a
continuous monitoring pressure gauge having a pressure range from zero (0) to at least
ten (10) psi. The continuous monitoring gauge shall be no less than four inches (4") in
diameter with minimum divisions of one-tenth (0.10) psi and an accuracy of plus or
minus four -hundredths (± 0.04) psi.
6. Separate Hoses. Two separate hoses shall be used to: (1) connect the control panel
to the sealed line for introducing low-pressure air, and (2) a separate hose connection
for constant monitoring of air pressure build-up in the line. This requirement greatly
diminishes any chance for over -pressurizing the line.
7. Pneumatic Plugs. If pneumatic plugs are utilized, a separate hose shall also be
required to inflate the pneumatic plugs from the above ground control panel.
8. Laterals, Stubs, and Fittings. During sewer construction all service laterals, stubs,
and fittings into the sewer test section shall be properly capped or plugged so as not to
allow air loss that could cause an erroneous air test result. It may be necessary and is
always advisable to restrain gasketed caps, plugs, or short pipe lengths with bracing
stakes, clamps and tie rods, or wire harnesses over the pipe bells.
9. Plug Installation and Testing. After manholes have been tested for alignment and
grade, and a manhole -to -manhole reach of pipe has been backfilled to final grade and
prepared for testing, the plugs shall be placed in the line at both manholes and
secured. It is advisable to seal test all plugs before use. Seal testing may be
accomplished by laying one length of pipe on the ground and sealing it at both ends
with the plugs to be checked. The sealed pipe should be pressurized to nine (9) psig.
The plugs shall hold against this pressure without bracing and without any movement
of the plugs out of the pipe. No persons shall be allowed in the alignment of the pipe
during plug testing. The upstream end of the line shall be plugged first to prevent any
upstream water from collecting in the test line.
10. Line Pressurization. Low pressure air shall be slowly introduced into the sealed line
until the internal air pressure reaches four (4.0) psig.
11. Pressure Stabilization. After a constant pressure of four (4.0) psig is reached, the air
supply shall be throttled to maintain that internal pressure for at least two (2) minutes.
This time permits the temperature of the entering air to equalize with the temperature of
the pipe wall.
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12. Timing Pressure Loss. When temperatures have been equalized and the pressure
stabilized at four (4.0) psig, the air hose from the control panel to the air supply shall be
shut off or disconnected. The continuous monitoring pressure gauge shall then be
observed while the pressure is decreased to no less than three and one-half (3.5) psig.
The timing pressure loss test shall then commence at a pressure reading of three and
one-half (3.5) psig, or any convenient observed pressure reading between three and
one-half (3.5) psig and four (4.0) psig. (Except as adjusted for groundwater as follows.)
13. Air Pressure Adjustment. An air pressure correction, which must be added to the
three and one-half (3.5) psig normal test starting pressure, shall be calculated by
dividing the average vertical height, in feet of groundwater above the invert of the
sewer pipe to be tested, by 2.31. The result gives the air pressure correction in pounds
per square inch to be added. (For example, if the average vertical height of
groundwater above the pipe invert is two and eight -tenths feet (2.8), the additional air
pressure above the pipe invert is two and eight -tenths feet (2.8) divided by 2.31 or one
and two-tenths (1.2) psig. This would require a minimum starting pressure of three and
one-half (3.5) plus one and two-tenths (1.2) or four and seven -tenths (4.7) psig). The
allowable pressure drop of one (1.0) psig and the timing in Table 1 are not affected and
shall remain the same. In no case however should the starting test pressure exceed
nine (9.0) psig.
14. If the time shown in Table 1 for the designated pipe size and length, elapses before the
air pressure drops one-half (0.5) psig, the section undergoing test shall have passed. If
the pressure drop occurs before the time shown in Table 1 elapses the test shall
continue to determine if the line maintains a pressure drop of one (1.0) psig or less
within the time noted in Table 2. If time shown in Table 2 for the designated pipe size
and length, elapses before the air pressure drops one (1.0) psig, the section
undergoing that test shall have passed.
TABLE 1
SPECIFICATION TIME REQUIRED FOR A 0.5 PSIG PRESSURE DROP
FOR SIZE AND LENGTH OF PIPE INDICATED FOR Q = 0.0015
1
2
3
4
(min:sec)
Minimum
Length for
Time for
Pipe
Time
Minimum
Longer
Specification Time
for Length
(L)
Shown
Diameter
(min:sec)
Time
Length
(in.)
(ft)
(sec.)
100 ft
150 ft
200 ft
250 ft
300 ft
350 ft
400 ft
450 ft
4
1:53
597
1.90
L
1:53
1:53
1:53
1:53
1:53
1:53
1:53
1:53
6
2:50
398
0.427
L
2:50
2:50
2:50
2:50
2:50
2:50
2:51
3:12
8
3:47
298
0.760
L
3:47
3:47
3:47
3:47
3:48
4:26
5:04
5:42
10
4:43
239
1.187
L
4:43
4:43
4:43
4:57
5:56
6:55
7:54
8:54
12
5:40
199
1.709
L
5:40
5:40
5:42
7:08
8:33
9:58
11:24
12:50
15
7:05
159
2.671
L
7:05
7:05
8:54
11:08
13:21
15:35
17:48
20:02
18
8:30
133
3.846
L
8:30
9:37
12:49
16:01
19:14
22:26
25:38
28:51
18
8:30
133
5.235
L
9:55
13:05
17:27
21:49
26:11
30:32
34:54
39:16
18
8:30
133
6.837
L
11:24
17:57
22:48
28:30
34:11
39:53
45:35
51:17
18
8:30
133
8.653
L
14:25
21:38
28:51
36:04
43:16
50:30
57:42
64:54
18
8:30
133
10.683
L
17:48
26:43
35:37
44:31
53:25
62:19
71:13
80:07
18
8:30
133
12.926
L
21:33
32:19
43:56
53:52
64:38
75:24
86:10
96:57
18
8:30
133
15.384
L
25.39
32:28
51:17
64:06
76:55
89:44
102:34
115:23
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TABLE 2
SPECIFICATION TIME REQUIRED FOR A 0.5 PSIG PRESSURE DROP
FOR SIZE AND LENGTH OF PIPE INDICATED FOR Q = 0.0015
1
2
3
4
(min:sec)
Minimum
Length for
Time for
Pipe
Time
Minimum
Longer
Specification Time
for Length
(L) Shown
Diameter
(min:sec)
Time
Length
(in.)
(ft)
(sec.)
100 ft
150 ft
200 ft
250 ft
300 ft
350 ft
400 ft
450 ft
4
3:46
597
0.38
L
3:46
3:46
3:46
3:46
3:46
3:46
3:46
3:46
6
5:40
398
0.854
L
5:40
5:40
5:40
5:40
5:40
5:40
5:42
6:24
8
7:34
298
1.520
L
7:34
7:34
7:34
7:34
7:36
8:52
10:08
11:24
10
9:26
239
2.374
L
9:26
9:26
9:26
9:53
11:52
13:51
15:49
17:48
12
11:20
199
3.418
L
11:20
11:20
11:24
14:15
17:05
19:56
22:47
25:38
15
14:10
159
5.342
L
14:10
14:10
17:48
22:15
26:42
31:09
35:36
40:04
18
17:00
133
7.692
L
17:00
19:13
25:38
32:03
38:27
44:52
51:16
57:41
Deflection:
All PVC sewer pipelines shall be tested for vertical deflection after placement and compaction
of backfill. Method of testing shall be by deflectometer of the rigid Go/No-Go type device.
Alternative methods may be permitted only as approved by the Town. Maximum allowable
deflection shall be five percent (5%) of the pipe diameter. Any and all pipe with vertical
deflection greater than the allowable shall be excavated, removed from the pipeline, replaced,
backfilled and compacted as specified and retested.
Fraser reserves the right to require the Applicant to retest sewer lines after ten (10) months
and up to twelve (12) months of service, if the Town has concerns regarding the condition of
certain sections of pipe. Sections selected for retesting will be based on the results of the
initial tests, the outcome of the television inspection (per "Preliminary Television Visual
Inspection Test" and "Deferred Television Visual Inspection Test"), depth of cover, or other
technical factors. The Applicant shall be responsible for the costs associated with such
retesting.
Fraser may elect to waive the requirement for deflection testing for any or all of the lines if, in
their opinion, the internal television inspection shows no construction irregularities and/or
potential areas of concern.
5.5.2 Manhole Testing
During the construction of the manholes, the contractor shall, in accordance with good
practice, insure that no earth, sand, rocks or other foreign material exists on the joint surface
during assembly of the sections. The Town shall check each manhole to determine whether
the manhole fulfills the requirements of the approved plans and Fraser's Standards.
Visual Examination:
Fraser shall visually check each manhole, both exterior and interior, for flaws, cracks, holes,
or other inadequacies which might affect the operation or watertight integrity of the manhole.
Should any inadequacies be found, the contractor shall make any repairs deemed necessary
by the Town.
44
Leakage Test:
All manholes shall be tested for leakage and all tests shall be witnessed by the Town. The
leakage test shall be conducted prior to backfilling around the manhole and shall be carried
out in the following manner:
1. All lines leading into or out of the manhole shall be tightly plugged.
2. The manhole shall be filled with water to a level at least two inches (2") above the
uppermost step. The water shall be allowed to stand for two (2) hours to allow for
normal water absorption into the manhole material. At the end of the two (2) hour
stabilization period, if the water level in the manhole has dropped below the top step,
additional water will be added to bring the level above the step as before. Any visible
external leakage or drop in water level noted within the one (1) hour test period shall
constitute failure and the contractor shall repair or replace the defective work and
retest.
5.5.3 Preliminary Internal Television Visual Inspection Test
The Applicant shall notify Fraser when the sanitary sewer will be cleaned and ready for the
internal visual inspection test. Upon receipt of this notification, Fraser will within a reasonable
time frame, contract directly with a company to perform an internal television visual inspection
test of each segment of the sewer line. A CD record of this internal inspection observation will
be made of the inspection observations prior to preliminary acceptance.
5.5.4 Deferred Internal Television Visual Inspection Test
A second internal television inspection of each segment of the sewer line shall be performed
with the same format for labeling and stationing as the preliminary television visual inspection
test. A CD record of this internal inspection observation will be made identical to that of the
preliminary television visual inspection test. This deferred inspection is to be performed during
the fourth quarter of the warranty period following preliminary acceptance of the sewer
construction. If the deferred television inspection cannot be performed due to inclement
weather and/or site conditions it will be delayed until a future date when the weather and/or
site conditions allow for a safe working environment to perform the inspection, as determined
by the Town.
CHAPTER 6 - STORMWATER SYSTEM DESIGN
6.1 GENERAL
The Town of Fraser has adopted the Grand County Storm Drainage Design and Criteria Manual,
Chapters 2 through 10, as its storm water detention/conveyance standards. All drainage appurtenances
shall be designed and constructed in compliance with the details from the CDOT M&S Standards, the
CDOT Standard Specifications for Street and Roadways Construction and the Urban Storm Drainage
Criteria Manual. All earth drainage ways shall have a minimum flowline grade of two percent (2%). This
does not apply to designed sedimentation basins. Drainage ways including roadside ditches with side
slopes steeper than four vertical to one horizontal (4:1) shall be treated with an approved rolled erosion
control product and/or slope protection. All drainage ways shall be addressed by the Engineer of Record
for appropriate erosion control and rip -rap protection.
Rip rap for slope protection/erosion control shall be angular hard rock with size, depth and area coverage
of rip rap in accordance with design requirements of the Urban Storm Drainage and Criteria Manual.
6.2 BASIC DESIGN POLICIES
All new storm sewer system designs and related information shall be in accordance with these
standards. Any design standards not included within these Standards will be subject to the minimum
45
standards set forth in other current publications found in Chapter 14 — Publications, References and
Design Aids. In all cases the more stringent standards and design criteria shall be applicable.
6.3 REQUIRED EASEMENTS
Where the municipal storm sewer system is to be located out of the public right-of-way, the Applicant
shall be responsible for obtaining easements required for the construction, maintenance, and operation
of the facilities. The legal description for the easements shall be prepared by a Registered Land Surveyor
in the State of Colorado. Easements shall be in a form acceptable to Fraser and shall be shown on the
design and as -built drawings. Fraser will not approve the design documents until all required easements
have been deeded to Fraser, unless an alternate schedule is approved by Fraser.
The minimum width of easements for a single pipeline shall be thirty feet (30'). Temporary construction
easements shall have a minimum width of forty feet (40'). Wider easements shall be required for deep
sections of pipeline, multiple lines, steep terrain, or where otherwise required by Fraser. Easement
widths for deep lines are determined using Attachment A-5 — Utility Easement Widths.
A rectangular shaped utility easement shall be provided as needed to provide access around each storm
sewer inlet for operation and maintenance tasks. The rectangular easement shall extend three feet (3')
on each side of the exterior edge of the inlet.
6.4 STORM SEWER PIPING AND MANHOLES
All storm sewers shall be installed prior to any on-site construction. Storm sewer material may be either
reinforced concrete pipe (RCP) or reinforced concrete box sections. Storm sewer manholes shall be
precast concrete manholes; minimum of four foot (4') inside diameter. Culverts shall have a minimum
inside diameter of eighteen inches (18"). Reinforced concrete pipe (RCP) and the precast concrete
manholes shall meet all applicable and current ASTM, CDOT and AASHTO Standards. The installation
shall meet CDOT M&S Standards and CDOT Hiahwav Saecifications.
6.5 STORM SEWER INLETS
Storm sewer inlets shall be constructed of precast concrete of a size and configuration required to
adequately handle the design storm water flows and the detail of the street/parking area in which they
are located. All inlet grates shall be traffic rated and shall meet all applicable and current ASTM and
AASHTO Standards. The installation shall meet CDOT M&S Standards and CDOT Hiphway
Saecifications.
6.6 CULVERTS
Culverts are required at every natural flowline encountered and as conditions dictate.
All culverts shall be installed prior to any on-site construction. Culvert material may be either reinforced
concrete pipe (RCP) or reinforced concrete box sections. Culverts shall have a minimum inside diameter
of eighteen inches (18"). Minimum roadway design slopes shall be maintained from edge of pavement to
top of pipe. Roadway side slopes shall not be steepened to reduce culvert length. All culvert pipes shall
terminate with a flared end section, and connect to all drainage features to maximize flow capacities.
Corrugated Metal Pipe (CMP) shall not be allowed within the right-of-way or dedicated easements. High-
density polyethylene (HDPE) pipe may be used under driveways but shall not be used under public or
private streets. Reinforced concrete pipe (RCP) and HDPE pipe shall meet all applicable and current
ASTM and AASHTO Standards. The installation shall meet CDOT M&S Standards and CDOT Hiphway
Specifications.
6.6.1 Installation
Culverts shall be laid at the grade required by the drawings and shall be installed in
accordance with the following requirements:
1. The pipe shall be protected from lateral displacement by means of a pipe embedding
46
material as specified in "Trenching, Bedding and Backfill." The minimum cover shall be
eighteen inches (18") for roadways and twelve inches (12") for driveway culverts.
2. The minimum grade of all culverts shall be one percent (1 %).
3. Installation of multiple pipes will require spacing between pipes of one-half the diameter
of the pipe, one foot (1') minimum spacing and four foot (4') maximum.
4. Cleanout access to culverts shall be provided at least every one -hundred -fifty feet (150')
for pipes twenty-four inches (24") in diameter or less and every three -hundred feet (300')
for pipes greater than twenty-four inches (24") in diameter. Cleanout access is required
at every bend, vertical and horizontal.
5. All culverts shall be installed with inlet and outlet protection and flared end sections.
Culverts shall be installed such that continuous sideslope grading can be maintained per
the approved plans. This may include the installation of headwalls/wingwalls/rip-rap and
level spreaders to prevent soil erosion. Slopes immediately surrounding the culvert must
extend to maintain typical section grades from edge of shoulder, and shall not exceed
3:1 side slopes.
6. Driveway or street connections to a public street shall be constructed in such a way as
to not impede the normal flow of drainage in roadside ditches, culverts, under drains,
bridges or other drainage works, or to cause drainage to flow onto or across the driving
surface of a public street. In the event that such an impediment results in damage to a
Town street, the Public Works Department will correct or remove the impediment and
invoice the Property Owner for the costs of repairs to the road, including but not limited
to: labor, equipment and materials.
6.7 BRIDGE AND BOX CULVERT DESIGN
Vehicular bridges are to conform to the AASHTO Standard Specifications for Highway Bridges
requirements and specifications. All bridges shall satisfy HS20 load design ratings as minimum
requirements. Plans are to be prepared by a Professional Engineer licensed in the State of Colorado and
are to be submitted to Fraser for review and approval.
Clear deck width must accommodate the full width of the traveled lanes, pedestrian walkways, railings
and shoulders of approach roads. Guardrail end sections shall be provided on the approach and
opposing sides of traffic flow and shall comply with the CDOT M&S Standards. All bridges shall be
designed and provide conduits for all utilities. The waterway area shall accommodate the 100 -year storm
event in accordance with Federal, State, and Town regulations. The plans must show the contour line of
the 100 -year storm event.
PART 3: PRIVATE INFRASTRUCTURE
CHAPTER 7 - STREET AND DRIVEWAY DESIGN
7.1 BASIC DESIGN POLICY AND PERMITTING
All new street and driveway designs and related improvements shall meet the minimum standards within
the Town of Fraser Minimum Design Criteria and Construction Standards. Where Access Permits are
required, they shall be posted and available for inspection at the work site at all times.
7.2 STREET/DRIVEWAY CLASSIFICATIONS
Streets are classified according to function and ADT's. ADT generations are defined in Chapter 3 —
Street and Roadway System Design. Functional classifications shall be established by the Town in
accordance with Table 7.2. Private streets with higher ADT classifications than shown in Table 7.2 shall
meet the requirements for public streets as defined in Chapter 3 — Street and Roadway System Design.
47
The Applicant may be required to conduct traffic counts to establish or change existing street
classifications.
1. Private Streets
A private street has the same characteristics of a local street, in that its primary use is as an
access to a limited number of single family residences or multi -family units. The street shall be
designed for a design speed of not less than 20 mph. The typical cross-section for a private street
is shown on Attachment A-9 — Cross -Section for Private Street.
2. Private Shared Drive
A private shared drive's primary use is access to a very limited number of single family
residences or multiple -family units. The number of units or combination of units is limited by a
maximum ADT of 40. The typical cross-section for a private shared drive is shown on Attachment
A-10 — Cross -Section for Private Shared Drive.
3. Individual Driveway
An individual driveway is defined as a single driveway accessing only one business, one
residence or a single ownership property. All driveways accessing a Town street require an
access permit. That portion of the driveway within the public right-of-way shall not exceed twenty
feet (20') in width unless topographical conditions dictate a larger width and/or radius to
accommodate emergency vehicles.
4. Commercial Driveway/Parking Lot Drive Lanes
A commercial driveway is a driveway accessing a common parking area where multiple
businesses are located or a single business where large commercial vehicles enter and exit on a
frequent basis. The typical cross-section for a commercial driveway shall be the same as that for
a local street is shown on Attachment A-8 — Cross -Section for Local Street. All parking lot drive
lanes shall be a minimum of twenty-four (24) feet wide allowing for two-way traffic. Where angle
parking and/or one-way drive lanes are proposed, the Town may consider optional proposals on
a case-by-case basis.
5. Alleys
Alleys provide for limited access and will be subject to special review as appropriate to the land
use plan.
TABLE 7.2 — STREET / DRIVEWAY CLASSIFICATION AND MINIMUM DESIGN CRITERIA
CLASS
EASEMENT
ROADBASE
PAVEMENT
ADT
SHOULDER
WIDTH
WIDTH
WIDTH
WIDTH
PRIVATE
STREETS
32'
32'
22'
<200
—
5'
PRIVATE
SHARED
24'
22'
20'
< 40
DRIVES
COMMERCIAL
6
DRIVEWAYS
36
36
24
varies
ALLEYS
20'
20'
16'
min
N/A
NOTES:
1) Increase for the minimum easement widths may be required by the Town to
accommodate for on -street parking, drainage improvements, sidewalks, trails, excessive
cut/fill slopes, intersections, clear zones, or required snow storage.
2) All private streets and commercial drives shall include valley pans, ribbon curbs or curbs
and gutter as detailed in Attachment A-11 — Curb and Gutter.
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3) On the private street or commercial driveway sections identified above, valley pans or
curbs and gutter shall be used when surface flow storm drainage is proposed at the edge
of the street or drive. The ribbon curb shall be used along the edge of street or drive when
storm drainage is proposed in a ditch section located off the edge of shoulder.
4) The private street shoulder width of five feet (5) is measured from the flow line of the
concrete valley pan to outside edge of shoulder to accommodate fire trucks.
7.3 STREET HORIZONTAL AND VERTICAL ALIGNMENT
Street horizontal and vertical alignment shall conform with the requirements of Chapter 3 — Street and
Roadwav Svstem Desian.
7.4 STREET CROSS SECTIONS
Street cross sections shall conform with the requirements of Chapter 3 — Street and Roadway System
Design.
7.5 INDIVIDUAL DRIVEWAY CROSS SECTION
All individual driveways shall be surfaced with a minimum thickness of six inches (6") of Class 6
roadbase material, compacted to a minimum of ninety-five percent (95%) standard dry density with the
moisture content of the material within two percent (2%) of optimum, to prevent loose aggregate from
tracking onto the street surface. For this reason, paving of all driveways is encouraged. Driveway grades
shall be minimized wherever practical. Driveway sections which extend uphill from the Town's street and
have vertical grades within the right-of-way greater than five percent (5%) shall be paved. That portion of
the driveway that meets these criteria shall be paved to avoid erosion onto the public street. The
minimum thickness of the paved portion of driveway which extends into the Town right-of-way shall
match the existing depth of the adjacent asphalt roadway, or a minimum of five inches (5") thickness,
whichever is greater.
7.6 STREET INTERSECTIONS
Street intersections shall conform with the requirements of Chapter 3 — Street and Roadway System
Design.
7.7 PEDESTRIAN FACILITIES
Street intersections shall conform with the requirements of Chapter 3 — Street and Roadway System
Design.
7.8 SIGNAGE AND STRIPING
All signs, striping, markers, delineators, signals and other traffic control devices must conform to the
Manual on Uniform Traffic Control Devices (MUTCD) and the Colorado Supplement to the MUTCD. No
signs are permitted within the public right-of-way without the approval of the Town.
All sign sheeting shall conform to ASTM D4956-04 and the retroreflectivity requirements as defined in the
Manual on Uniform Traffic Control Devices (MUTCD).
7.9 PAVEMENT DESIGN
Pavement design for streets, private shared drives and commercial driveways shall conform with the
requirements of Chapter 3 — Street and Roadway System Design.
7.10 GRADING
Slopes should be gradual at all intersections to allow for sufficient snow storage and not interfere with the
intersection sight triangle. The maximum cut/fill slope requirement is three vertical feet to one horizontal
foot (3':1'). Slopes exceeding the 3:1 grade shall not be considered usable snow storage. Slopes shall
be protected from erosion. Retaining walls for improvements on private property shall not extend into the
public rights-of-way or easements.
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7.11 STRUCTURES
All driveways that utilize a bridge or box culvert to cross a waterway shall be designed and sealed/signed
by a Professional Engineer, licensed by the State of Colorado and shall conform to the AASHTO
Standard Saecifications for Hiahwav Bridaes.
7.12 CULVERTS
All culverts shall be installed prior to any on-site lot construction. Culvert material may be either
reinforced concrete pipe (RCP) or high-density polyethylene (HDPE) pipe with smooth interior wall.
Corrugated metal pipe (CMP) shall not be allowed within the right-of-way or dedicated easements.
Culverts shall have a minimum inside diameter of eighteen inches (18") and maintain a twelve inch (12")
cover from the top of the pipe to the bottom of the asphalt pavement section. Any variation to this culvert
size shall require a variance; see Chapter 15 - Variance Review Procedure. Minimum roadway design
slopes shall be maintained from edge of pavement to top of pipe. Roadway side slopes shall not be
steepened to reduce culvert length. All culvert pipes shall terminate with a flared end section, and
connect to all drainage features to maximize flow capacities.
7.13 REVEGETATION, EROSION AND SEDIMENT CONTROL
See Chanter 13 — Reveaetation. Erosion and Sediment Control.
7.14 ON-SITE SNOW STORAGE
Functional on-site snow storage shall be provided within the private property and shall not be placed
within the street right-of-way or easements unless an off-site snow storage easement has been
approved.
CHAPTER 8 - WATER SERVICE LINE STANDARDS
8.1 GENERAL
No service line may be connected to the public water system without prior approval from the Town of
Fraser. The Applicant must provide adequate information describing the nature of the building or
development to be connected, the proposed service line size, meter location and the proposed
connection point of the service line to the main. A site plan, showing the location of the proposed service
line relative to other utilities on and adjacent to the property must be presented. The drawing must show
the location of buildings served and parts of the site that are to be paved or otherwise intended to be
kept clear of snow, and must also show depth of cover over the service line.
The sizing of water service lines shall be the responsibility of the Applicant. Service line installation and
maintenance is the responsibility of the Applicant, including the costs thereof and for payment of actual
costs of permitting, review and inspection provided by Fraser. The service line, from the water
distribution main to the point of connection to the building(s) is the responsibility of the Owner of the
property served. Repairs to the service line and obtaining the required permits are also the responsibility
of the property owner.
Any service line construction or maintenance within the Town right-of-way requires an Access Permit
from the Town of Fraser.
All new water service facilities shall be in accordance with these standards and the International
Plumbing Code as adopted by the Town, other applicable codes and generally accepted good
construction practices.
Connection of any water service line between a structure and the water main shall only be made after the
service line has been pressure tested, disinfected, inspected and approved by the Town.
50
8.2 POTABLE WATER SERVICES
8.2.1 Sizing
Sizing for potable water services shall be made in general conformance with AWWA Manual
M22, "Sizing Water Service Lines and Meters." When requested by the Town, the Applicant
shall, at their expense, furnish data, plans, calculations, or other information as required for
the evaluation of the service size.
8.2.2 Service Connections
Service connections shall be installed per Attachment A-34 — Water Service Line and Curb
Stop and Attachment A-35 — Water Meter Assembly Installation. No connection between the
water system of Fraser and the water facilities of the Owner may be made except in a public
street adequate to accommodate this connection or in a location which provides adequate
access for Town personnel, and which is suitable for buried pipe.
Where parallel or approximately parallel to a structural wall, the service line shall be at least
five feet (5) from the wall. Penetrations through structures shall be at right angles, or close
thereto, through PVC sleeves and shall provide flexibility such that the service line will not be
damaged by settlement of the structures.
The water service shall be laid at uniform grade and in straight alignment. A reference mark
shall be placed on the curb above the service line.
Water and sewer service lines shall have ten feet (10') minimum horizontal separation
measured from outside edge of pipe to outside edge of pipe. Where this separation is
impractical, Fraser may permit other separation requirements, in accordance with applicable
standards. If a water service line crosses a sewer main or sewer service, the water line shall
be protected per Attachment A-23 — Pipe Crossing Detail.
The minimum cover shall be nine feet (9') from top of water service line to finished grade. A
minimum of seven feet (7') of cover will be allowed, if at least two inches (2") of approved
pipeline insulation is provided per vertical foot of cover less than nine feet (9'). The insulation
installation shall be in accordance with Attachment A-18 — Water Main and Service Line
Bedding and Backfill Detail and the requirements of Chapter 4 - Section 4.6.2 — Materials;
Piaeline Insulation.
Warning tape shall be installed in the trench continuously above the water line, a distance of
thirty inches (30") above the pipe. The warning tape shall be three inches (3") wide and blue
in color with the legend "Caution Buried Water Line Below" in black and extend continuously
in the trench. If any existing warning tape is damaged in construction activities a splice shall
be made using additional warning tape tied to each end to provide a continuous warning tape
along the water line. Warning tape shall be installed on water service lines from the tap at the
main to the edge of the right-of-way, easement and/or shut-off/curb stop.
8.2.3 Cross -Connections (Backflow)
Cross -connections of any type that permit a backflow condition from any source other than
Fraser's potable water mains shall have a testable backflow prevention device in place of the
type commensurate with the degree of health hazard posed. Each cross -connection may
require a different type of backflow prevention device based on the degree of hazard posed
as determined and approved by the Town.
Each user of the Fraser water system shall install and maintain testable backflow prevention
51
devices on potentially hazardous service connections, as required by Article 12 of the
Colorado Primary Drinking Water Regulations, (5 CCR 1003-1). All service connections within
the water system must comply with Article 12, Colorado Cross -Connection Control Manual
and the International Plumbing Code as adopted by the Town.
Any hazardous cross -connection discovered shall be corrected immediately upon
notice or the water service will be shut off.
All new water service installations will be inspected for compliance with these backflow
prevention requirements, see Chapter 13 of the Fraser Municipal Code.
8.2.4 Pressure Regulation
All services shall be equipped with a pressure reducing valve (PRV). The PRV shall be
installed upstream of the water meter and be set for a downstream pressure not exceeding
seventy (70) psig.
8.2.5 Water Service Line Materials
Thaw cables may be appropriate and recommended for all water services to facilitate in
thawing of a frozen water service line. Contact your licensed plumber for specific details.
Water Service Pipeline: The water service pipeline shall be Type K, soft copper conforming
to ASTM B88, unless otherwise specifically approved by Fraser. Fittings shall be brass or
copper alloy. Connections shall be by compression type fittings. Flared fittings are prohibited
and shall not be allowed. Soldered joints shall not be permitted underground. Splice joints are
discouraged in all water service line installations.
The Town may allow the use of polyethylene pipe meeting the requirements for water service
lines as provided by the International Plumbing Code as adopted by the Town. All users of
polyethylene pipe for water services are advised that this material is not conducive to line
thawing procedures in the event that the service line freezes.
Corporation Stops: Corporation stops shall be used for the connection of services, two inch
(2") and smaller, to the water main. Corporation stops shall be brass and conform to AWWA
C800. The inlet shall be standard AWWA corporation stop inlet thread and the outlet shall be
for compression type "K", copper service pipe. Corporation stops shall be Mueller H-15000,
Ford F-600, or approved equal, provided with an insulating coupling for potable service.
Curb Stops: Curb stops shall be placed per Attachment A-34 - Water Service Line and Curb
Stop for all services two inches (2") and smaller. Curb stops shall be brass and conform to
AWWA C800. Connections shall be for compression type "K" copper service pipe. Curb stops
shall be Mueller H-15204, Ford B-22, or approved equal. Curb stop operating nut shall be
extended as necessary for the operator extension to be located twenty-four inches (24") to
thirty-six inches (36") from the top of the stop box. Stop boxes shall have the base section
and lid constructed of cast iron with an adjustable steel upper section. A bronze spring friction
ring assembly shall provide a seal between the upper and base section and provide one foot
(T) of adjustment.
Service Saddles: Service saddles shall be used for all water taps on any pipe other than
DIP (Ductile Iron Pipe). For DIP, three-quarter inch (%") taps may be made without using a
service saddle on six inch (6") pipe. Three-quarter inch (%") and one inch (1") size taps may
be made without service saddles on eight inch (8") size of pipe or larger. All other DIP taps
shall be made with a double strap bronze saddle, Smith Blair No. 357, Rockwell No. 323 or
52
approved equal.
Yard Hydrants: Yard hydrants are prohibited and shall not be used.
Stop and Waste Valves: Stop and waste valves are prohibited and shall not be used.
8.2.6 Water Meters
Meters shall be required on all connections to the Town's water distribution system. The
Applicant or property owner requesting service is responsible for the cost of the meter
assembly and all labor and materials for the installation of the meter and appurtenances. See
Attachment A-35 — Water Meter Assembly Installation.
Meter locations must provide reasonable access for inspection and maintenance of the water
meter assembly. Meter vaults or pits are prohibited.
The Town will provide Sensus water meters as a component of the water meter assembly. All
parts of the assembly are required for a complete and approved unit. Components for the
water meter assemblies available are:
V Meter Assem
Quantity Product Description
1 3/4" SRII Meter (ECR), 1,000 Gal. read, w/Cast Iron Bottom, Bronze Bonnet
1 3/4" #25AUB-Z3 Pressure Reducing Valve (Watts)
1 3/4" #007M3QT-S Non Health -Hazard Backflow Assembly (Watts)
or
1 3/4" #009M3QT-S Health -Hazard Backflow Assembly (Watts)
1 3/4" CH88-333-9275 Meter Setter, Ford Copperhorn w/MIPT
2 3/4" by close Brass Nipples
2 3/4" FBV-3 Brass Ball Valve, Full Port (Watts)
1 51 OR MXU (transmitter), Single Port, Internal Battery, TouchRead Active
1" Meter Assembly
Quantity
Product Description
1
1" SRII Meter (ECR), 1,000 Gal. read, w/Cast Iron Bottom, Bronze Bonnet
1
1" #25AUB-Z3
Pressure Reducing Valve (Watts)
1
1" #007M1QT-S
Non Health -Hazard Backflow Assembly (Watts)
or
1
1" #009M2QT-S
Health -Hazard Backflow Assembly (Watts)
1
1" CH88-444
Meter Setter, Ford Copperhorn w/MIPT
2
1" by close
Brass Nipples
2
1" FBV-3
Brass Ball Valve, Full Port (Watts)
1
51 OR MXU (transmitter), Single Port, Internal Battery, TouchRead Active
Greater than 1" Meter Assemblies
For meter assemblies larger than one inch (1 "), coordinate the meter assembly component
requirements with the Public Works Department.
When determining the type of backflow assembly necessary the following shall apply: for all
non -health hazard applications, the Watts 007 Series shall be installed; for all health -hazard
applications the Watts 009 Series shall be installed. In all cases where a fire suppression
53
system(s) or irrigation system(s) is present, it shall be considered a high -health hazard
application. All other applications will be determined and approved by Fraser.
8.3 CONSTRUCTION
8.3.1 General
The service line connection shall be constructed as shown in Attachment A-34 — Water
Service Line and Curb Stop. All excavations for water service installations shall be adequately
guarded with barricades and lights so as to protect the public from hazards per existing
governmental requirements. Utilities, streets, sidewalks, parkways, and other public or private
property disturbed in the course of work shall be restored to their original condition in a
manner satisfactory to the Town.
8.3.2 Service Line Excavation, Bedding and Backfill
All excavations required for the installation of a water service shall be open -trench work,
unless otherwise approved by Fraser. The services shall be bedded and backfilled in
accordance with the minimum cover and/or insulation requirements of Chapter 8 - Section
8.2.2 — Service Connections. The bedding and pipe zone material from the water main line to
the curb stop shall meet the requirements of the bedding and pipe zone materials for the
water main. Backfill materials shall be select native soils with six inch (6") maximum diameter
rock.
The connection to the water main shall be made in the presence of and approved by the
Town. The line, valves and fittings must be leak -free under line pressure. The trench of each
service line shall not be backfilled from the building to the tap, until the completed line is
approved by the Town.
8.4 SERVICE LINE CONNECTION
The Applicant for water service shall notify the Town when the service is ready for connection to the
water main. The connection to the water main shall be made in the presence of and approved by the
Town. The line and fittings must be leak -free under pressure. The service line shall meet the
requirements of the Plumbing Code as adopted.
8.5 AS -BUILT DOCUMENTATION
The Applicant shall submit an As -Built Drawing showing the location of the point of connection, the curb
stop, and other related improvements relative to visible and reasonably permanent surface features,
such as sewer manholes, building corners, property pins and/or power/light poles. If the service line is
part of a subdivision development project the as -built information shall be submitted in accordance with
"As -Built Drawings."
8.6 ABANDONMENT OF EXISTING SERVICE LINES
In order to maintain the safety and integrity of the water system, a watertight cap shall be provided for
any water service line being abandoned. Three scenarios are outlined herein to provide such water tight
cap:
1. If the water main is located under an existing paved street and the service line between the
corporation stop and curb stop is determined to be copper, in sound condition as determined by
Fraser, the service can be abandoned by shutting off the curb stop, cutting the service line
approximately six inches (6") from the curb stop and silver -soldering a cap on the cut service line
utilizing silver -solder.
2. If the water main is located under an existing paved street and the service line is of non -copper
material or copper in poor shape the corporation stop shall be exposed and shut off. A cap or
plug shall be installed at the corporation stop.
3. If the water main is located outside the paved street surface area, the corporation stop shall be
54
exposed and shut off. A cap or plug shall be installed at the corporation stop.
The required scenario for service line abandonment shall be determined by the Town. In each case, the
curb stop box and cover should be removed. Reference ties to the curb stop or corporation stop shall be
recorded and provided to the Town. The water service line abandonment shall be approved and
inspected by the Town.
CHAPTER 9 - SANITARY SEWER SERVICE LINE STANDARDS
9.1 GENERAL
No service line may be constructed without prior approval from Fraser. The Applicant must provide
adequate information describing the nature of the building or development to be connected, the
proposed service line size, and the proposed connection point of the service line to the main. A site plan,
showing the location of the proposed service line relative to other utilities on and adjacent to the property
must be presented. The drawing must show the location of buildings served and parts of the site that are
to be paved or otherwise intended to be kept clear of snow, and must also show service line slope and
depth of cover over the service line.
The sizing of sewer service lines shall be the responsibility of the Applicant. When requested by Fraser,
the Applicant shall, at their expense, furnish data, plans, calculations, or other information as required for
the evaluation of the service size. The service line, from the sanitary sewer main to the point of
connection to the building(s) is the responsibility of the Owner of the property served. Repairs to the
service line and obtaining the required permits are also the responsibility of the property owner.
Any service line construction or maintenance within the Town right-of-way requires an Access Permit
from the Town of Fraser.
All new sanitary sewer service line facilities shall be in accordance with these standards and the
Plumbing Code as adopted, other applicable codes and generally accepted good construction practices.
In cases where the sanitary sewer line is installed under a new street within a subdivision, the Applicant
is required to extend the sanitary sewer service lines to the property line prior to paving the street. This
segment of the service line shall be pressure tested concurrently with the sanitary sewer main pressure
test prior to paving the street.
9.2 SANITARY SEWER SERVICES
9.2.1 Sizing/Capacity
The size and slope of the building service sewer shall be subject to the approval of the Town,
but in no event shall the diameter be less than four inches (4"). Minimum grade and slopes
shall be as follows:
4"........2.0% Normal; 1.0% Minimum
6"........1.00%
8"........0.60%
9.2.2 Service Connections
Where parallel or approximately parallel to a structural wall, the service line shall be at least
five feet (5) from the wall. Penetrations through structures shall be at right angles, or close
thereto, through PVC sleeves and shall provide flexibility such that the service line will not be
damaged by settlement of the structures.
Sewer and water service lines shall have ten feet (10') minimum horizontal separation
measured from outside of pipe to outside of pipe. Where this separation is impractical, Fraser
55
may permit other separation requirements, in accordance with applicable standards. If a water
line passes within eighteen inches (18") vertical distance above a sewer main or service or if it
lies within the minimum horizontal separation distance of the sewer main or service, the
sewer service is to be modified to have "no bell" construction per Attachment A-23 — Pipe
Crossing Detail. If a water line crosses under a sewer service, a twenty foot (20) length of C-
900 PVC shall be used for the gravity sewer line. Smith -Blair 229, Full Circle Collar Leak
Repair Clamps shall be installed on all sanitary sewer joints within the minimum horizontal
clearance requirements and no water line pipe joints shall be located within the minimum
horizontal clearance requirement.
The minimum cover shall be seven feet (7) from top of sewer service line to finished grade.
Service lines with less than seven feet (7') of cover will be considered by Fraser with
installation of two inches (2") of pipeline insulation installed for every foot of cover less than
seven feet (7'). The Town shall review and approve all locations where pipe depths are less
than seven feet (7'). In no case shall a sanitary sewer service line have a depth less than five
feet (5). Service lines shall be installed in accordance with the details per
Attachment A-38 — Sewer Main and Service Line Bedding and Backfill Detail.
Pre-installed wye fittings shall be used for service connections. No saddle wyes are allowed
except to clay pipe. The hole into the clay pipe shall be core drilled prior to placement of the
saddle. If the pipe is damaged or broken, the Applicant shall replace the broken or damaged
pipe. Connection to lines larger than fifteen inches (15") shall be made using reducing tees or
other method proposed by the Applicant/Owner and approved by Fraser. The service line
connection shall conform to the Attachment A-42 — Sewer Service Line Connection Detail.
Warning tape shall be installed in the trench above the sewer line. The warning tape shall be
installed continuously above the sewer line, a distance of thirty inches (30") above the pipe.
The warning tape shall be three inches (3") wide and green in color with the legend "Caution
Buried Sewer Line Below" in black and extend continuously in the trench. If any existing
warning tape is damaged in construction activities, a splice shall be made using additional
warning tape tied to each end to provide a continuous warning tape along the sewer line.
Warning tape shall be installed on sewer service lines from the tap at the main to the edge of
the right-of-way, easement and/or cleanouts.
Each service line is to have a four inch (4") cleanout installed within twenty feet (20') of the
building served, per Attachment A-42 Sewer Service Line Connection Detail, Attachment A-43
Sewer Service Line Cleanout Detail — Unpaved Location and Attachment A-44 Sewer
Cleanout Collar Detail — Paved Location. Cleanouts are required for any forty-five degree
(450) bend in service line direction and at intervals of no greater than ninety feet (90').
Cleanouts located within paved areas shall be raised to final grade with either asphalt
surfacing installed adjacent to the cleanout or with a concrete collar. If the cleanout is set at
final grade during the asphalt paving process the following procedure shall be followed:
1. Installation of the bottom lift of asphalt shall be placed over the top of the cleanout.
2. The cleanout shall be exposed and set to its final grade at one-half inches (0.5") lower
than the grade of the final asphalt surface. Any void created in the bottom lift of asphalt
by exposing and raising the cleanout shall be filled with compacted hot mix asphalt
prior to placement of the top lift of asphalt.
3. Installation of the top lift of asphalt shall be placed and compacted maintaining the
required vertical distance from the pavement surface to the top of the cleanout. The
cleanout shall remain vertical and plumb.
56
If a concrete collar is the selected method used to raise the cleanout to final grade it shall be
installed after the top lift of asphalt is placed and in accordance with Attachment A-43 —
Sewer Service Line Cleanout Collar Detail — Unpaved Location and Attachment A-44 — Sewer
Cleanout Collar Detail — Paved Location.
9.2.3 Sanitary Sewer Service Materials
Sewer service pipe shall be PVC, and shall either be SDR 26 or C-900 pipe. Where a
different pipe material is encountered at the connection point to the sanitary sewer main, a
flexible coupler shall be used. The flexible coupler shall be made of an elastomeric compound
and shall be connected at each end with a stainless steel clamp. The coupler shall be leak-
proof, root -proof and resistant to chemicals, UV rays and normal sewer gases.
The coupler shall be:
• Fernco, Part No. 1051-44;
• US Pipe Corp., Part No. 30552;
• Or approved equal.
When pre -approved by Fraser, where sewer service lines of two different pipe types are being
connected together, the water -tight connector fitting shall be a manufactured fitting specifically
for connection of that size and type of pipe.
9.2.4 Grease Interceptors
Grease interceptors shall conform to the specifications in the International Plumbing Code
(IPC) as adopted by the Town and the Fraser Municipal Code. Grease interceptor layout and
detail shall be submitted to Fraser for review and approval prior to construction or installation.
9.2.5 Oil and Sand Separators
Oil and Sand Separators shall conform to the specifications in the International Plumbing
Code (IPC) as adopted by the Town and the Fraser Municipal Code. Oil and sand separator
layout and detail shall be submitted to Fraser for review and approval prior to construction or
installation.
9.3 CONSTRUCTION
9.3.1 General
The line shall be water tight and on a constant grade in a straight line, and not closer than five
feet (5) from any structural bearing wall. No service connections shall be made during winter
months from October 15th to April 15th without written approval from the Town. All excavations
for sanitary sewer service installations shall be adequately guarded with barricades and lights
so as to protect the public from hazards per existing governmental requirements. Utilities,
streets, sidewalks, trails, parkways, and other public or private property disturbed in the
course of work shall be restored to their original condition in a manner satisfactory to the
Town.
9.3.2 Service Line Excavation, Bedding and Backfill
All excavations required for the installations of the sewer service shall be open -trench work,
unless otherwise approved by the Town. The services shall be bedded and backfilled in
accordance with the minimum cover and/or insulation requirements of Chapter 8 - Section
8.2.2 - Service Connections. The bedding and pipe zone material shall meet the requirements
of the bedding and pipe zone materials for the sewer main. Backfill materials shall be select
native soils with six inch (6") maximum diameter rock.
The trench of each service line shall not be backfilled from the building to the tap until the
57
completed line is inspected and approved by the Town.
9.4 SERVICE LINE CONNECTION
The Applicant for sewer service shall notify the Town when the service is ready for connection to the
sewer main. The connection to the sanitary sewer main shall be made in the presence of and approved
by the Town. The line and fittings must be leak -free. The service line shall meet the requirements of the
International Plumbing Code as adopted.
9.5 AS -BUILT DOCUMENTATION
The Applicant shall submit an As -Built Drawing showing the location of the point of connection, the curb
stop, and other related improvements relative to visible and reasonably permanent surface features,
such as building corners, property pins or power/light poles. If the service line is part of a subdivision
development project the as -built information shall be submitted in accordance with "As -Built Drawings."
9.6 ABANDONMENT OF EXISTING SERVICE LINES
In order to maintain the efficiency and integrity of the system, a watertight cap shall be provided for any
sewer service line being abandoned. Two scenarios are outlined herein to provide such water tight cap:
1. If the sanitary sewer main is located under an existing paved street, the service line can be
abandoned by cutting the service line at the property line, then glue a watertight cap on the cut
service line.
2. If the sanitary sewer main is located outside the paved street surface area, the service line can be
abandoned by cutting the service line at the property line or at a location adjacent to the wye
branch, as determined by Fraser, then glue a watertight cap on the cut service line.
The required scenario for service line abandonment shall be determined by the Town. Reference
ties to the capped end of the service line shall be recorded and provided to the Town. The
sanitary sewer service line abandonment shall be approved and inspected by the Town.
PART 4: GENERAL
CHAPTER 10 - OTHER UTILITIES, EXTERIOR LIGHTING AND
LANDSCAPING SPECIFICATIONS
10.1 UNDERGROUND DRY UTILITIES
10.1.1 General
All utility installations within the Town right-of-way shall require submittal of all required
permits and approval by Fraser prior to any installation activity. All utilities must be clearly
labeled on the plans and shall include the type, size, height, etc.
All dry utility lines shall be designed according to the governing utility requirements and
standards. The applicant is strongly encouraged to contact all utility providers for their current
design standards and requirements during the preliminary phase of development to ensure
adequate easements are provided.
All access structures to buried dry utilities, such as manholes, valves, vaults, etc. located
within public rights-of-way (such as streets, shoulders sidewalks and trails) shall be traffic
rated and of heavy-duty construction, capable of safely supporting anticipated maintenance
equipment and vehicular traffic. When a structure is located within a traveled surface it shall
be raised to final grade with either asphalt surfacing or a concrete collar installed adjacent to
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the structure.
If a structure is set at final grade during the asphalt paving process the following procedure
shall be followed:
1. Installation of the bottom lift of asphalt shall be placed over the top of the structure.
2 The structure shall be exposed and set to its final grade at one-half inches (0.5") lower
than the grade of the final traveled surface. Any void created in the bottom lift of asphalt
by exposing and raising the valve box shall be filled with compacted hot mix asphalt
prior to placement of the top lift of asphalt.
3 Installation of the top lift of asphalt shall be placed and compacted maintaining the
required vertical distance from the traveled surface to the top of the structure. The
structure shall remain vertical and centered over the utility.
If a concrete collar is the selected method used to raise the structure to final grade it shall be
installed after the top lift of asphalt is placed and in accordance with Attachment A-29
Structure/Manhole Concrete Collar Detail.
Structures located in the shoulder area of the right-of-way shall be constructed in accordance
with Attachment A-27 Manhole/Structure/Valve Box Placement — Shoulder Area.
Service lines from all public and private utilities shall be stubbed out for each lot in such a
manner that it will not be necessary to disturb the street pavement, curb, gutter, roadside
ditch, sidewalk, trails and/or right-of-way/property lines when connections are made.
10.1.2 Installation
All dry utilities installed within the Town right-of-way shall be installed in conduit or per the
utility company specification.
The following are the minimum depths required within the right-of-way of the Town of Fraser:
UTILITY MINIMUM DEPTH
WATER Based on Fraser Standards
SANITARY SEWER Based on Fraser Standards
ELECTRICAL 4'
FIBER OPTICS 4'
GAS 4'
PHONE 3'
T.V. CABLE 3'
A ten foot (10') centerline to centerline separation shall be maintained between the waterline
and all dry utilities and between the sanitary sewer and all dry utilities, unless otherwise
approved by the Town.
10.1.3 Bridge / Culvert Crossing
In general, utilities are not permitted to be attached to bridges and must be placed at least
four feet (4') below the ditch or creek flowline as close to the right-of-way line as conditions
permit. The utility must be continued four feet (4') below the flow line elevation for a minimum
distance of at least ten feet (10') on either side of the ditch bank or twenty feet (20') beyond
the historic high water line as defined by the Fraser FEMA Flood Insurance Study. This would
generally permit future bridge and channel improvements without the necessity of relocating
utilities. Where utilities are permitted to be attached to bridges due to overriding conditions
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encountered in the field, as determined by the Town, and then such utilities shall be installed
as approved by the Town.
10.2 ABOVEGROUND UTILITIES
10.2.1 General
The location and installation of any aboveground utility structures such as cabinets, risers,
poles, pedestals or other appurtances within the Town right-of-way are subject to Town
approval.
Aboveground utility structures shall not be placed to be in conflict with a pedestrian walkway
or drainage way. Aboveground utility structures shall not be set less than ten feet (10') from
the edge of asphalt or concrete of any Fraser street or within a ten foot (10') radius of any fire
hydrant, unless approved by the Town.
In no case will an above ground structure be permitted within the clear zone unless proper
safety measures are in place (i.e. guardrail, steel concrete -filled bollards, etc.).
10.3 EXTERIOR LIGHTING SPECIFICATIONS
10.3.1 Commercial Lighting for the Business District and all Mixed Use, Lodging and
Commercial zoned planning areas in all Planned Development Districts.
1. All commercial luminaires (a fixture and its bulb) shall be Dark Sky Compliant, which
means that all exterior lighting fixtures shall be hooded and/or shaded so that zero light is
emitted above a horizontal plane drawn through the lowest part of the luminaire and no
more than ten percent (10%) of light emitted at the eighty degree (800) angle. The industry
standard for this terminology is full cut-off or fully shielded. Fixtures which are shielded by a
structural element so as to meet the intent of a full cut-off fixture may be considered to be
in compliance.
2. There shall be no single bulb intensity which exceeds 250 watts.
3. Maximum height of fixtures shall not exceed twenty-five feet (25).
4. Light intensity at ground level shall not exceed two (2) foot-candles average within a maximum
to minimum ratio of fifteen to one (15:1).
5. Fixtures located on buildings shall not be located above the eave line or above the top of
the parapet wall.
A Lighting Plan shall be submitted on a site plan, indicating the location of each current and
proposed outdoor lighting fixture with projected hours of use. The plan shall include a KEY to the
proposed lighting that provides the following information:
• Type and number of luminaire equipment (fixtures), including the "cut off characteristics,"
indicating manufacturer and model number(s).
• Lamp source type (bulb type, i.e. high pressure sodium), lumen output, and wattage.
• Mounting height with horizontal distance noted to the nearest property line for each
luminaire.
• Type(s) of timing devices used to control the hours set for illumination, as well as the
proposed hours when each fixture will be operated.
• Total lumens for each fixture and total square footage of areas to be illuminated.
• Surface finish/color of light pole, arm and fixture.
Lighting manufacturer -supplied specifications ("Cut -sheets") that include photographs of the
fixtures, indicating the certified "cut off characteristics" of the fixture shall be submitted.
A photometric plan, including estimated foot-candle levels with maximum and average
illumination, is required for parking lots with ten or more parking spaces. Maximum illuminance
levels should be expressed in foot-candle measurements on a ten foot (10') by ten foot (10') grid
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of the site. The grid shall include light contributions from all sources (i.e. pole mounted, wall -
mounted, sign and street light). Show foot-candle renderings a minimum of five feet beyond the
property lines.
On the Approved Plan, it should be noted that no substitutions, additions, or changes may be
made without prior approval by the Town.
10.3.2 Street Lighting
All luminaires (a fixture and its bulb) shall be Dark Sky Compliant, which means that all
exterior lighting fixtures shall be hooded and/or shaded so that zero light is emitted above a
horizontal plane drawn through the lowest part of the luminaire and no more than ten percent
(10%) of light emitted at the eighty degree (800) angle. The industry standard for this
terminology is full cut-off or fully shielded. Fixtures which are shielded by a structural element so
as to meet the intent of a full cut-off fixture may be considered to be in compliance.
Street lighting on public streets shall be designed to address locations that receive heavy
pedestrian or vehicular use in areas that are dangerous if unlit, such as roundabouts, traffic
circles, intersections, ramps or abrupt changes in grade.
Street lights shall be a minimum distance of five feet (5) behind the back of the curb of the
street, unless otherwise approved by the Town. If a sidewalk is proposed behind the back of
curb, the street light shall be placed two feet (2') behind the back of sidewalk.
10.4 LANDSCAPING SPECIFICATIONS
10.4.1 Landscaping for the Business District and all Mixed Use, Lodging and Commercial
zoned planning areas in all Planned Development Districts.
All developments shall be responsive to site and natural conditions and minimize disturbance to
land and existing vegetation. The landscaping plan shall demonstrate that a reasonable effort
has been made to preserve existing healthy trees, shrubs and topsoil.
(a) Appropriate plant materials. Native and drought -tolerant plant species and seed mixes
containing grasses and wildflowers are strongly encouraged, and noxious weeds and plants
are prohibited, per the Colorado Noxious Weed Act (Section 35-5.5-101, et seq., C.R.S.). The
utilization of the principals of Xeriscape landscaping is encouraged in order to conserve water
resources. Bluegrass and other grasses requiring high consumption of water are discouraged.
Ornamental nonliving materials, such as decorative rock, wood chips, mulch, brick and paving
stones, shall be permitted to be incorporated into a landscaping plan. Landscaping designs
should generally use a three tier concept utilizing hardy, low growing ground covers; medium
height shrubs, and trees. The recommended Plant List for Fraser, Colorado is available upon
request. The Town shall review all landscaping plans.
(b) Revegetation of disturbed land. All areas disturbed by grading or construction, not being
formally landscaped, shall be mulched and revegetated with seeding mulch (straw -crimped in
place or hydromuch, etc). See Chapter 13 — Revegetation, Erosion and Sediment Control.
(c) Guarantee. Performance guarantees shall include the success of all landscaping
improvements and revegetation for two (2) growing seasons after installation. Landscaping
that dies within the two-year period shall be replaced and shall be required to live for at least
two (2) years from the time it is replanted.
(d) Obstruction of signs and fire hydrants. Vegetation shall be placed so as not to block sight
distances from driveways, comers and intersecting streets. Fire hydrants shall not be obstructed by
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landscaping
(e) Wildfire defensible space. Creating a defensible space around a home and on property is
an important step to take in order to protect your home and property from wildfire. Defensible
space is an area around a structure where fuels and vegetation are treated, cleared or
reduced to slow the spread of wildfire towards the structure. It also creates an area where fire
suppression operations can occur.
(f) A landscaping plan shall include, at a minimum, the following:
• Site plan, preferred scale of 1 "=20'.
• North arrow.
• Property lines.
• Locations of existing and proposed structures on the site.
• Location of all existing and proposed hard surfaces.
• Location of existing natural features.
• Table listing of botanical names, the common names and the planting sizes and quantities of
all plantings.
• Description of seed mixture and rates of application.
• Identify which existing trees will remain and which trees will be removed.
• Location and description of landscaping improvements, such as earth berms, walls, fences,
screens, lights, ground cover, planter boxes, water elements and other natural materials.
• Irrigation plans.
• A statement providing that the owner and his or her heirs, successors and assigns will
provide adequate maintenance for all site elements.
• Location of snow storage.
• Minimum size for all deciduous trees shall be one inch (1") in caliper.
• Minimum size for evergreen trees shall be six feet (6') in height.
• Minimum size for all shrubs shall be American Nursery and Landscape Association (ANLA)
#5 sizing.
• The landscape plan shall include the contact information on who prepared the landscape
design. A landscape plan drawn by a landscape architect or designer is preferred but is not
required.
(h) Landscaping requirements:
• Landscaped Area: Fifteen percent (15%) of the lot area.
• Tree requirement: Seventy-five percent (75%) of the landscaping area
• Shrub requirement: Fifteen percent (15%) of the landscaping area
(i) Parking lot perimeter landscaping shall be required for parking lots with ten (10) or more
parking spaces to minimize the visual impact of large paved surfaces. Pedestrian access to
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sidewalks and buildings should be considered in the design of the landscaped areas.
Parking areas adjoining a street shall provide a landscape buffer between the street right-of-
way and parking area. The landscaping may include a combination of plant materials
(trees, shrubs and ground cover), earth berms, walls or fences, raised planters or other
screening devices which meet the intent of this requirement. The landscaping plant
materials shall include one (1) tree and two (2) shrubs for every twenty feet (20') of parking
lot frontage.
(j) Parking lot interior landscaping islands shall be required for parking lots with twenty (20) or
more parking spaces to minimize the visual impact of large paved surfaces. The intent of
the landscaped islands is to provide a measure of aesthetics to the parking areas without
seriously inhibiting snow plowing and storage. The landscaping shall be evenly dispersed
throughout the parking lot at a ratio of 100 SF for every 10 parking spaces or fraction
thereof. One (1) tree and two (2) shrubs shall be provided for every 10 parking spaces or
fraction thereof.
(k) Landscaping maintenance:
• Landscaping maintenance shall include irrigation, fertilization, pruning and noxious weed
control.
The applicant shall also submit suitable collateral to ensure the completion of the
landscaping requirement. The collateral shall be no less than one hundred twenty-five
percent (125%) of the estimated cost of the plant materials. The collateral shall be in a form
of a letter of credit, cash deposit or other such legal assurance as may be deemed
appropriate by the Town and approved by the Town Attorney. This amount shall be
retained by the Town until the plant materials have been maintained in a satisfactory
condition for 2 years after installation. The Town may during that time draw upon the funds
to replace plant materials which have died. The remainder of the collateral, if any, shall be
returned to the owner of record upon the expiration of the 2 year period.
CHAPTER 11 - TRENCHING, BEDDING AND BACKFILL
11.1 TRENCH ZONES
The terms "Bedding Zone", "Pipe Zone" and "Backfill Zone" shall refer to the trench zones identified in
the Standard Drawings, Attachment A-18 —Water Main and Service Line Bedding and Backfill Detail and
Attachment A-38 — Sewer Main and Service Line Beddina and Backfill Detail.
Bedding Zone. The Bedding Zone shall consist of all material placed below the pipe invert or,
when permitted, the native materials graded and prepared for direct placement of the pipe.
2. Pipe Zone. The Pipe Zone shall consist of all material placed above the pipe invert to an
elevation shown on Attachment A-18 —Water Main and Service Line Bedding and Backfill Detail
and Attachment A-38 — Sewer Main and Service Line Bedding and Backfill Detail.
3. Backfill Zone. The Backfill Zone shall consist of all material above the Pipe Zone.
11.2 MATERIAL
All bedding and backfill material shall have the approval of the Engineer of Record. All bedding and
backfill material shall be free of frozen material, organic material and debris. The materials to be used in
each trench zone are indicated on the Attachment A-18 — Water Main and Service Line Bedding and
Backfill Detail and Attachment A-38 — Sewer Main and Service Line Bedding and Backfill Detail drawings
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using these materials are described below. All materials may be subject to gradation tests and
compaction tests prior to approval of the use of that material.
11.2.1 Granular Bedding Material
When used in the Bedding Zone and Pipe Zone with Ductile Iron Pipe (DIP), sanitary sewer
PVC pipe or waterline PVC pipe, this material shall be a clean, well -graded gravelly material
and shall conform to the following limits when tested by means of laboratory sieves:
Total Percent
Sieve Size Passing by Weight
3/8 — inch 100
No. 4 70-100
No.
8
36-93
Passing by Weight
No.
16
20-80
30-65
No.
30
8-65
3-12
No.
50
2-30
No.
100
1 -10
No.
200
0 -
3
Compaction of this bedding material is required utilizing mechanical tamping equipment within
the bedding zone prior to installation of the pipe. Compaction testing shall be required.
11.2.2 Class 6 Aggregate (CDOT) Backfill Material
When used in the Bedding Zone and Pipe Zone with Ductile Iron Pipe (DIP), sanitary sewer
PVC pipe or waterline PVC pipe, this material shall conform to the following limits when tested
by means of laboratory sieves:
Compaction of this backfill material is required utilizing mechanical tamping equipment within
the backfill zone prior to installation of the pipe. Compaction testing shall be required.
11.2.3 Coarse Aggregate Bedding and/or Backfill Material
When used in the Bedding Zone and Pipe Zone with Ductile Iron Pipe (DIP), when sheathing
is not required and sanitary sewer PVC pipe, this material shall be crushed rock or angular
surfaced gravel and shall conform to the following limits when tested by means of laboratory
sieves:
Total Percent
Sieve Size
Passing by Weight
3/4 -inch
100
No. 4
30-65
No. 8
20-55
No. 200
3-12
Compaction of this backfill material is required utilizing mechanical tamping equipment within
the backfill zone prior to installation of the pipe. Compaction testing shall be required.
11.2.3 Coarse Aggregate Bedding and/or Backfill Material
When used in the Bedding Zone and Pipe Zone with Ductile Iron Pipe (DIP), when sheathing
is not required and sanitary sewer PVC pipe, this material shall be crushed rock or angular
surfaced gravel and shall conform to the following limits when tested by means of laboratory
sieves:
Compaction testing may not be required for this material, at the discretion of the Town.
11.2.4 Select Material
For use in the Backfill Zone - Select material shall not be permitted unless authorized by the
Town Engineer. This material shall consist of suitable material screened from the excavated
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Total Percent
Sieve Size
Passing by Weight
1 -inch
100
3/4 -inch
90-100
3/8 -inch
20-55
No. 4
0-10
No. 8
0 - 5
Compaction testing may not be required for this material, at the discretion of the Town.
11.2.4 Select Material
For use in the Backfill Zone - Select material shall not be permitted unless authorized by the
Town Engineer. This material shall consist of suitable material screened from the excavated
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earth having no rocks or stones greater in size than two inches (2") for DIP or RCP, three-
fourths inch (%") for all other gravity flow pipe and one-half inch (1/2") for all other pressure
pipe.
11.2.5 Trench Stabilization Material
This material shall be a three-fourths inch (%") to one and one-half inch (1'/2") uniformly -
graded, crushed rock or concrete aggregate.
11.2.6 Backfill Material
For use in the Backfill Zone - Backfill material shall consist of suitable material from the
excavated earth, meeting all the requirements of the Specifications.
No boulders over six inches (6") in any dimension shall be allowed in the trench backfill.
11.3 BEDDING AND BACKFILL INSTALLATION
Unless accurate results cannot be obtained, the compaction requirements shall conform to maximum dry
density according to ASTM D698, standard test methods for laboratory compaction characteristics of soil
using standard effort (Standard Proctor). When the ASTM D698 test is not applicable, the percentage
compaction requirements shall conform to ASTM D4253 standard test methods for maximum index
density and unit weight of soils using a vibratory table (Relative Density).
In areas under roadways and in the public right-of-way, compaction tests shall be performed in the trench
for the bedding and in the backfill zone one and one-half feet (1'/2') above the top of pipe and in one foot
(1') vertical increments to finish grade. Compaction tests shall be performed for each vertical increment
noted above and at horizontal intervals of every one -hundred feet (100'), measured along the centerline
of pipe. Where water and sewer lines are located within an easement outside the public right-of-way, the
Town will determine if compaction and compaction testing is required on a case-by-case basis following
a review of specific site conditions.
The Applicant is responsible for providing adequate materials testing and/or geotechnical engineering
resources to provide the quality control requirements stipulated herein.
11.3.1 Bedding Zone Installation
Bedding material shall consist of the material on which the pipe is placed in accordance with
the pipe trench details. Bedding material shall be placed to the required elevation of the pipe
invert. Tamping equipment shall be used to thoroughly tamp the bedding material to a
minimum of ninety-five percent (95%) standard dry density or to seventy-five percent (75%)
relative density. The moisture content of the material shall be within two percent (2%) of
optimum.
11.3.2 Pipe Zone Installation
After bedding material has been placed and approved and after the pipe has been installed
and approved, the pipe zone backfill shall be installed to an elevation shown on the pipe
trench details.
The pipe zone material shall be as specified on the details and shall be placed and
compacted in distinct, separate lifts not to exceed six inches (6") of loose depth; except that
the first loose lift shall not be higher than the pipe centerline (springline). Compaction shall
meet the requirements of "Bedding Zone Installation," utilizing T -bars or mechanical tamping
equipment.
11.3.3 Backfill Zone Installation
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Outside of the public right-of-way and not under driveways, streets and parking lots. After
the pipe zone backfill has been placed and approved, the trench shall be backfilled. All
backfill above the pipe zone backfill shall be carefully placed in the trench in lifts no
greater than eighteen inches (18"). Each lift shall be compacted by mechanical
equipment to ninety percent (90%) of standard dry density. After the trench is backfilled
to the ground surface a loaded dump truck or loader placed in the trench line shall
compact the backfill by its wheel load. No less than two (2) passes shall be made. If the
backfill is depressed below the finished grade elevation, the depressed area shall be
refilled and compacted. The backfill shall be mounded higher than the adjacent ground to
allow for settlement.
2. In roads, streets and parking lots and in the public right-of-way, backfill shall be carefully
placed and compacted. Compaction shall be by mechanical tamping in eight inch (8")
maximum loose lifts using mechanical or hand tampers, weighing not less than twenty
(20) pounds, or vibratory rollers. All other means must be approved in writing by the
Town Engineer. All backfill shall be compacted to ninety-five percent (95%) of maximum
standard dry density or seventy percent (70%) relative density. The material shall be
within two percent (2%) of optimum moisture content.
CHAPTER 12 - ROAD AND TRAIL CUT STANDARDS AND REGULATIONS
12.1 PERMIT AND REGULATIONS
An Access Permit Application shall be submitted for driveway construction or other improvements within
the public right-of-way prior to commencing any work within the right-of-way. An approved Access Permit
shall be posted at the work site and available upon request at all times.
Work affecting any public improvement shall not be permitted between October 15th and April 15th unless
approved by the Town.
12.1.1 Boring/Jacking
Where the installation of a utility improvement is underneath a surfaced area (i.e. roadways,
trails, etc.) boring or jacking beneath the paved surface may be required at the discretion of
the Town. Open -cut trenching is not allowed within a distance of ten (10) feet from the edge
of any pavement. No water shall be used in boring and no tunneling shall be permitted.
12.1.2 Asphalt Cuts
All open cut road backfill shall be compacted in place to ninety-five percent (95%) of standard
proctor density at two percent (2%) over/under optimum moisture. Compaction testing is the
responsibility of the Applicant. At the discretion of the Town, use of flowable-fill may be
allowed to the bottom of the existing pavement section during construction. Sub -grades on all
open cut roads within paved sections will require a proof of density test meeting the
requirements of these standards.
All cuts made in asphalt, concrete, or chip seal surfaces shall be made by mechanically
cutting to a true straight horizontal and vertical line. The final pavement edge shall be cut one
foot wider than the top of the trench excavation and shall not be made until immediately prior
to patching. All street surface patches shall meet and match the existing street surface and
cross section.
All excavations that are made in paved streets must be completely restored within thirty (30)
days after acceptance of the sub -grade and backfill by the Town. Excavations between
September 15th and October 15th shall be repaved within five (5) business days. Excavations
within the right-of-way shall not be permitted after October 15th or prior to April 15th unless
otherwise approved by the Town. Temporary repairs may be made by tamping and rolling into
place a cold mix asphaltic concrete. Such cold mix patches shall be removed and replaced by
a permanent hot mix asphaltic concrete as soon as weather and availability of materials
permit.
Replacement asphalt for streets and roads shall be CDOT Grade C, placed on compacted
sub -grade, nine inches (9") full depth or existing thickness plus three inches (Y), whichever is
greater. Replacement concrete shall be CDOT Class A/B placed on compacted sub -grade,
seven inch (7) depth or existing thickness plus two inches (2"), whichever is greater. The
concrete patch shall be doweled in place.
Replacement asphalt for trails shall be CDOT Grade C, placed on compacted sub -grade, six
inches (6") full depth or existing thickness plus three inches (Y), whichever is greater.
Damaged pavement shall be repaired by appropriate methods as approved by the Town. In
general, cracks are to be filled with the proper asphaltic product and the surface properly seal
coated. An asphalt concrete overlay two inches (2") thick for the full width of the paved
surface shall be required in those instances which in the opinion of the Town, the riding
quality, or the appearance of the finished street has been impaired. Sub -grade failures
caused by the Applicant's operation of heavy equipment shall be rectified by reconstructing
the sub -grade layers and replacing the sub -base, base and asphalt pavement within the
damaged area and ten feet (10') in each direction from this damage area. In the event that
asphaltic concrete base, soil cement or other base course materials are encountered during
excavation, restoration shall be made in kind or as otherwise specified by Fraser.
Streets completed in areas of excavated and backfilled trenches or cuts that show signs of
depressions or evidence of failure which have not been repaired by the Applicant after
reasonable notice may be repaired by Fraser at the Applicant's expense.
12.2 GENERAL POLICIES
Construction work shall be planned so as not to create safety hazards, maintenance problems or to
obstruct drainage ways. The Town shall be informed forty-eight (48) hours prior to the start of
construction and shall be notified when construction is completed.
No cleated or track equipment shall work on or move over paved surfaces without mats. Any damage to
the pavement due to equipment operation shall be repaired immediately at the expense of the permittee.
12.3 TRAFFIC CONTROL
Adequate warning signs, barricades, lighting and other devices as specified in the Manual on Uniform
Traffic Control Devices shall be provided, and maintained by the Applicant. A copy of the Applicant's
Traffic Control Plan shall be provided to the Town as required by the Access Permit Application.
12.4 INSPECTION AND WARRANTY
A minimum of forty-eight (48) hours notice is required to schedule inspections, which are available
Monday through Thursday 8:00 am to 3:00 pm and Friday 8:00 am to 12:00 noon. Connection to any
public water or sewer mains is prohibited on Friday, Saturday, and Sunday. The Town will not make
inspections during any period when climatic conditions interfere with making a thorough inspection, as
determined by the Town.
12.4.1 Preliminary Inspection
Upon completion of construction of all improvements, the Applicant shall notify the Town and
request a preliminary inspection. During the preliminary inspection, a walk through will be
performed and a punch list of any deficient items will be provided to the Applicant within ten
(10) days of the date of the walk through. Minor punch list items, as determined by the Town,
may be completed during the warranty period. Significant punch list items, as determined by
the Town, shall be satisfactorily completed prior to the start of the warranty period. If
significant items, as determined by the Town, are noted during the walk through, the Applicant
shall satisfactorily complete the repair or replacement of those significant items and schedule
a follow-up inspection with the Town.
12.4.2 Warranty
A twelve (12) month warranty is required for all street and roadway right-of-way projects. The
warranty period shall commence upon written notice from the Town of Fraser of satisfactory
completion of the work performed under the approved access permit.
If deficiencies are noted during the warranty period, the Town will notify the Applicant of the
deficiencies. The Applicant shall correct those deficiencies within thirty (30) days of
notification by Fraser.
12.4.3 Final Inspection and Approval
Approximately thirty (30) days prior to expiration of the warranty period a final inspection will
be scheduled (subject to weather).
Upon final inspection, if the Town finds the improvements are not substantially free of defects
in materials and workmanship, final approval will not be granted. The Applicant shall take
such action as is necessary to correct any noncompliance, and upon correction of the same,
shall request a follow up inspection by the Town.
Upon final approval, the release of any financial surety may be processed.
12.5 EMERGENCY CONDITIONS
Work required in a Town right-of-way due to emergency conditions (such as the immediate threat to the
loss of life or property), may be completed without prior Town approval. As soon as it is determined that
emergency work is to be performed, the Town shall be notified as soon as possible. However, this does
not provide a waiver of any required permits, design or construction requirements. Any such
requirements shall be addressed as soon as reasonably possible.
CHAPTER 13 - REVEGETATION, EROSION AND SEDIMENT CONTROL
13.1 INTRODUCTION
The purpose of establishing and implementing these erosion and sediment control and revegetation
criteria is to prevent degradation to water quality, downstream properties and receiving waterways as a
result of the site disturbance.
The East Grand Water Quality Board Erosion and Sediment Control for Construction Activities Guidance
Manual provides design requirements and best management practices.
13.2 REGULATORY REQUIREMENTS
All Applicants/Developers are responsible for compliance with the Clean Water Act, the Colorado Water
Quality Control Act, the Colorado Discharge Permitting System, and any other applicable regulations.
13.3 REVEGETATION
All areas disturbed during construction shall include, at a minimum, three inches (3") of conditioned soil
suitable for establishing the required vegetation cover and to prevent soil erosion. The seedbed shall be
properly prepared to be firm but not compacted for successful seed to soil contact and germination.
Seeding shall take place within fourteen (14) days of grading operations.
The following seed mix shall be applied to all disturbed areas on public property, and is recommended
for private property:
For acceptance of revegetation the requirements shall be defined as follows:
• Preliminary acceptance for revegetation shall be provided when the seed has germinated and
there is visible surface coverage of thirty percent (30%) or more.
• Final acceptance for revegetation shall be provided when the seed has germinated and there is
visible surface coverage of seventy percent (70%) or more.
ii WE=C7IaMill i
Rip rap for slope protection/erosion control shall be angular hard rock with size, depth and area coverage
of rip rap in accordance with design requirements of the Urban Storm Drainage and Criteria Manual.
Rip rap in drainage courses or at the ends of storm sewer pipes shall be installed such that the top of the
rip rap mat is at the final grade of the ditch flow line, side slope or area to be protected. Rip rap extending
above the final grade shall be reworked to provide an unobstructed flow line or side slope surface.
CHAPTER 14 - PUBLICATIONS, REFERENCES AND DESIGN AIDS
The publications listed below are acceptable sources for design information not found in these
Standards. These publications may be useful for variance request submittals. A publication not listed
below may be used at the discretion of the Town.
1. A Policy on Geometric Design of Highways and Streets, American Association of State Highway
and Transportation Officials (AASHTO); Sixth Addition
2. American Water Works Association Design Standards, (AWWA); 2011 Edition
3. Colorado Department of Public Health and Environment, (CDPHE)
4. State of Colorado Design Criteria for Potable Water Systems (CDPHE); Revised March 31, 1997
5. State of Colorado. Desian Criteria Considered In The Review of Wastewater Treatment Facilities
(CDPHE); April 9, 2007
6. Colorado State Forest Service Wildfire Safety website
7. Colorado Supplement to the MUTCD; 2003 Edition
8. Pavement Design Manual, CDOT; 2011 Edition
SEED MIX
LAND USE
% OF MIX
SPECIES
APPLICATION
VARIETY
RATE (LBS/AC)
DRY
LAND NON -IRRIGATED
50%
Smooth Brome
10.0
RECLAMATION
50%
Pubescent Wheatgrass
10.0
TOTALS
100%
20.0
NOTES:
1.
The applied seed shall not be covered by a soil thickness greater than 0.5" in depth.
2.
To provide temporary erosion control prior to seed application, utilize surface roughening (on
the contour or perpendicular to prevailing winds) and apply mulch.
3.
Areas that require broadcast seeding shall be mulched and tackified.
4.
Seed applied hydraulically shall include tackifier in the mix, as specified by the manufacturer.
5.
Weed control in compliance with the Colorado Noxious Weed Act (C.R.S.
35-5.5) and the
Town of Fraser Municipal Code, Chapter 7, Article 4 Weeds and Brush.
For acceptance of revegetation the requirements shall be defined as follows:
• Preliminary acceptance for revegetation shall be provided when the seed has germinated and
there is visible surface coverage of thirty percent (30%) or more.
• Final acceptance for revegetation shall be provided when the seed has germinated and there is
visible surface coverage of seventy percent (70%) or more.
ii WE=C7IaMill i
Rip rap for slope protection/erosion control shall be angular hard rock with size, depth and area coverage
of rip rap in accordance with design requirements of the Urban Storm Drainage and Criteria Manual.
Rip rap in drainage courses or at the ends of storm sewer pipes shall be installed such that the top of the
rip rap mat is at the final grade of the ditch flow line, side slope or area to be protected. Rip rap extending
above the final grade shall be reworked to provide an unobstructed flow line or side slope surface.
CHAPTER 14 - PUBLICATIONS, REFERENCES AND DESIGN AIDS
The publications listed below are acceptable sources for design information not found in these
Standards. These publications may be useful for variance request submittals. A publication not listed
below may be used at the discretion of the Town.
1. A Policy on Geometric Design of Highways and Streets, American Association of State Highway
and Transportation Officials (AASHTO); Sixth Addition
2. American Water Works Association Design Standards, (AWWA); 2011 Edition
3. Colorado Department of Public Health and Environment, (CDPHE)
4. State of Colorado Design Criteria for Potable Water Systems (CDPHE); Revised March 31, 1997
5. State of Colorado. Desian Criteria Considered In The Review of Wastewater Treatment Facilities
(CDPHE); April 9, 2007
6. Colorado State Forest Service Wildfire Safety website
7. Colorado Supplement to the MUTCD; 2003 Edition
8. Pavement Design Manual, CDOT; 2011 Edition
9. Design of Pavement Structures, (AASHTO); Fourth Edition
10. Erosion and Sediment Control For Construction Activities Guidance Manual, East Grand Water
Quality Board (EGWQB); 2005
11. Storm Drainage Design and Technical Criteria Manual, Chapters 2 through 10, Grand County,
Colorado; 2006
12. Town of Fraser Subdivision Regulations, Town of Fraser
13. Geographic Control Data Base, BLM
14. Guide for the Planning, Design and Operation of Pedestrian Facilities, AASHTO; First Edition
15. Guidelines for Geometric Design of Very Low -Volume Local Roads (ADT<400), AASHTO; First
Edition
16. M&S Standard Plans, Colorado Department of Transportation (CDOT); 2011
17. Manual on Uniform Traffic Control Devices (MUTCD), Federal Highway Administration; 2009
Edition
18. Roadside Design Guide, AASHTO; Third Edition
19. Standard Specifications for Highway Bridges, AASHTO; Seventeenth Edition
20. Standard Specifications for Street and Roadways Construction, CDOT; 2011 Edition
21. Traffic Engineering Handbook, Institute of Transportation Engineers (ITE); Sixth Edition
22. Trip Generation, ITE; Eighth Edition
23. FEMA Flood Insurance Study; Grand County, CO 8049CV000A; Town of Fraser; 080073, dated
January 2, 2008.
24. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District; 2010 Edition
25. Environmental Protection Agency www.epa.gov
26. Colorado Department of Public Health & Environment www.cdphe.state.co.us
27. Urban Drainage & Flood Control District www.udfcd.org
28. Erosion Control Technology Council www.ectc.org
29. International Erosion Control Association www.ieca.org
30. International Stormwater BMP Database www.bmpdatabase.org
31. International Plumbing Code; 2009 Edition
32. National Resource Conservation Service (NRCS) www.nres.usda.gov
33. Northwest Colorado Council of Governments (NWCCOG) www.nwc.cog.co.us
CHAPTER 15 - VARIANCE REVIEW PROCEDURE
Variances from these Standards, following a written request from the Applicant, will be reviewed and
considered to determine if the variance will produce a comparable result which is in Fraser's interest, and
meets the objectives of public safety, function, fire protection, appearance and maintainability based
upon sound engineering judgment.
Two (2) full-size (24" x 36") copies and one (1) electronic PDF format copy of the variance request shall
be submitted in writing to the Director of Public Works. The response to the variance request will be
completed in a timely manner and provided in writing. The request for variance shall include a description
of the requested variance and the applicable section(s) of the Standards to which it references, detail of
the variance including applicable engineering drawings, site plans, descriptive reports, analysis and
calculations, and any other applicable information.
Variances from these Standards may be granted by the Town Manager or his/her designee upon
completion of the review and evaluation. An appeal of the decision may be made to the Board of
Trustees.
CHAPTER 16 - DEFINITIONS
Access Permit — shall mean written permission from the Town of Fraser in order to work within the
Town right-of-way to construct and/or maintain driveways, sanitary sewer service lines and water service
70
lines.
Air Release Valve (ARV) — a waterline valve assembly installed at each high point within the water
distribution system to release trapped air from the system.
Applicant — person responsible for the development and/or improvements being proposed; also referred
to herein as Developer.
Arterial Street — a public road serves a multi -family dwelling unit(s), more than one single family dwelling
unit, and/or commercial units and is maintained by the Town of Fraser with an ADT of 600 or more.
Augmentation Water Line — shall mean a water pipeline carrying augmentation water from a source
point to a discharge point and if Fraser -owned shall be installed in a public right-of-way or easement.
Average Daily Traffic (ADT) — the average 24-hour volume, being the total number during a stated
period, divided by the number of days in the period. Unless otherwise stated, the period is a year.
Backfill — material used to replace or the act of replacing material removed during construction; also
may denote material placed or the act of placing material adjacent to structures.
Base Course — the layers of specified or selected material of selected thickness placed on a sub -base or
a sub -grade to support a surface course.
Board or Board of Trustees — shall mean the governing body of the Town of Fraser.
Box Culvert — a structure including walls or abutments erected over a depression or an obstruction, as
water, highway or railway, and having a track or passageway for carrying traffic or other moving loads.
Bridge — a structure including walls or abutments erected over a depression or an obstruction, as water,
highway or railway, and having a track or passageway for carrying traffic or other moving loads.
Construction Season —April 15th to October 15th unless otherwise approved by Fraser.
Clear Zone — is used to designate the unobstructed, relatively flat area beyond the edge of the roadway
for the recovery of errant vehicles. Recoverable slopes are defined as 4:1 or flatter, and a non-
recoverable slope between 4:1 and 3:1.
Collector Street — a public street serving a combination of multi -family dwelling units, businesses and/or
single family dwelling units with a maximum unit count generating 600 ADT's or less and is maintained
by the Town of Fraser.
Collection System — shall mean a Fraser -owned sewer pipeline, carrying raw sewage only, and shall be
installed in a public right-of-way or easement.
Commercial Lighting — shall mean site lighting including parking areas and driveways for commercial
and business use including but not limited to restaurants, office space, retail space, theatres, hotels, etc.
Commercial Driveway — shall mean a driveway accessing a common parking area where multiple
businesses are located or a single business where large commercial vehicles enter and exit on a
frequent basis.
Contour — a line, as shown on the plans, connecting points of equal elevation on a map of the land
71
surface
Contractor — shall mean the entity working on behalf of the applicant to construct the utilities or other
physical improvements.
Corner Sight Distance — the necessary distance needed to accelerate enough so as to not slow the
travel speed of other cars by more than 10 MPH.
Critical Flow — a condition which exists at the critical depth; under this condition, the sum of the velocity
head and static head is a minimum.
Cross Connection — any point in the water distribution system where chemical, biological or radiological
contaminants may come in contact with potable water; also referred to as a reduced pressure or back-
flow condition.
Crown/Cross Slope — on streets, each lane of the pavement may slope separately or have a
unidirectional slope across the entire width of pavement, almost always downward to the outer edge.
Cul -de -Sac — a local street open at one end only, and with special provisions for turning around (bulb,
hammerhead, "T", etc.).
Culvert — a closed conduit, other than a bridge, which conveys water carried by a natural channel or
waterway transversely under the roadway.
Customer — shall mean any person, company, corporation, governmental authority or agency authorized
to use the public water system under a permit issued or otherwise authorized by the Board of Trustees or
the Manager.
Design Vehicle — the maximum -sized vehicle that can reasonably be expected to travel upon the
completed roadway.
Design Speed — the speed the roadway is designed to be driven, which is also a speed determined for
design and correlation of the physical features of a highway that influence vehicle operation. It is the
maximum safe speed that can be maintained over a specific section of highway when conditions are so
favorable that the design features of the highway govern.
Developer — person(s), firm, joint venture, partnership or corporation which is the owner or operator of
land and which seeks to have land developed; also referred to herein as Applicant.
Driveways — minor roadway connections that fall into three categories: private, commercial, and public.
Drainage Appurtenances — inlets, storm sewer, curb and gutter, drain pipes, culverts, valley pans, etc.
Dry Utilities — shall refer to electric, gas, communications, etc.
Easement — a right to use or control the property of another for a designated, specific purpose(s).
Engineer — shall mean the engineering firm, or duly authorized representative (Engineer), designated by
Fraser to act on its behalf in all engineering related matters.
Engineer of Record — the Professional Engineer, licensed by the State of Colorado, responsible for the
design and whose seal and signature appears on the plan set.
72
Erosion — the wearing away of land surface by detaching and transporting soil and rock particles by the
action of water, wind, or other agents.
Fraser — the Town of Fraser, Colorado; also referred to herein as the Town or the Town of Fraser.
Grade — the rate expressed in terms of percent of ascent or decent divided by the length.
Grading Plan — a drawing showing an arrangement of contours intended to integrate construction and
topography, improve appearance, retard erosion and improve drainage.
Guardrail — a protective device intended to make roadways safer by reducing accident severity.
Horizontal Alignment — horizontal geometries for safe and continuous operation at a uniform design
speed for substantial lengths of roadway and shall afford at least the minimum stopping distance for the
design speed at all points on the roadway.
Improvement Agreement (IA) - is a written contract between the Town and the applicant providing for
construction of improvements, with collateral security to guarantee completion of such improvements.
Individual Driveway — shall mean a single driveway accessing only one business, one residence or a
single ownership property.
Inspector — shall mean the Manager, Public Works Director, Engineer, agent, officers, and employees of
Fraser or other person so designated by the Manager to perform inspections pursuant to these
Standards.
Intersection — a location where two streets or roadways join at, or approximately at, right angles.
Local Facilities — are those facilities generally designed primarily to serve individual subdivisions or
plats. Examples are: the water distribution system, sanitary sewer collection system and storm drainage
collection system.
Local Street — a public street serving a combination of multi -family dwelling units, businesses and/or
single family dwelling units with a maximum unit count generating 400 ADT's or less and is maintained
by the Town of Fraser.
Manager — shall mean the Town Manager of Fraser.
May — a permissive condition. The use of the word "may" does not imply a Standard or Specification
requirement. "May" is considered optional in design.
Minimum Turning Radius — the radius of the outside of the outer front tire or overhang depicting the
minimum turning path of the design vehicle.
Oversize Costs (Water System) — this item is applicable to part of the costs of a water distribution line
to be installed within, or for, a subdivision; but which the Town has also assigned a transmission function
which results in the need for a larger pipeline. Oversize costs are the difference between the actual costs
of the line size required by Fraser and the line size required by the Applicant; however, for purposes of
determining oversize, the minimum line size shall be assumed to be eight inch (8") diameter for water.
Engineering and inspection costs are assumed to be proportional to estimated or experienced con-
struction costs. Incremental costs will be allowed for line fittings, valves, vaults and other appurtenances,
if a size increase is required.
73
Oversize Costs (Sanitary Sewer System) — this item is applicable to part of the costs of a sanitary
sewer collection system to be installed within, or for, a subdivision; but which the Town has also
assigned a trunk line function which results in the need for a larger pipeline. Oversize costs are the
difference between the actual costs of the line size required by Fraser and the line size required by the
Applicant; however, for purposes of determining oversize, the minimum line size shall be assumed to be
eight inch (8") diameter for sewer. Engineering and inspection costs are assumed to be proportional to
estimated or experienced construction costs.
Owner — shall mean the land's record title holder or lessee with planning powers.
Permit — shall mean written permission of the Board of Trustees authorizing connection to a water main
or sewer main of Fraser granting the applicant a license to use the water or sewer system or to receive
water or sewer service from the system owned, operated or served by Fraser.
Person — shall mean any individual, firm, company, association, society, corporation or group.
Phasing — shall mean constructing the development in phases. Access, drainage and utility service shall
be constructed with each phase and connect to the existing infrastructure in such a manner to provide an
adequate level of service as determined by the Town of Fraser.
Point of Curvature (PC) — beginning of horizontal curvature, tangent to previous segment.
Point of Tangency (PT) — end of horizontal curvature, tangent to next segment.
Point of Vertical Curvature (PVC) — beginning of vertical curvature, tangent to previous segment.
Point of Vertical Inflection (PVI) — a point of two intersecting grades.
Point of Vertical Tangency (PVT) — end of vertical curvature, tangent to next segment or a multi -family
dwelling unit(s).
Potable Water Line — shall mean a Fraser -owned water transmission and/or distribution pipeline
carrying treated potable drinking water and shall be installed in a public right-of-way or easement.
Pressure Reducing Valve (PRV) — a waterline valve assembly used to reduce pressure within the
waterline by mechanical means.
Private Shared Drive — a private shared drive serves a combination of multi -family dwelling units and/or
single family dwelling units with a maximum unit count generating 40 ADTs or less and is not maintained
by the Town of Fraser.
Private Street — a private street serves a combination of multi -family dwelling units and/or single family
dwelling units with a maximum unit count generating 200 ADTs or less and is not maintained by the
Town of Fraser.
Public Works Director — shall mean the Director of Public Works of Fraser; also referred to herein as
Fraser Public Works Director.
Pump Back Waterline — shall mean a water pipeline carrying non -potable water from a lower elevation
point to a higher elevation point for discharge to a designated point and if Fraser -owned shall be installed
in a public right-of-way or easement.
74
Raw Water Supply Line — shall mean a Fraser -owned water supply pipeline, carrying untreated raw
water only, and shall be installed in a public right-of-way or easement.
Regional Facilities — shall mean those facilities generally serving Fraser's service areas as a whole.
Examples are: water sources, water treatment plants and tanks, water supply, transmission and
distribution lines, sanitary sewer trunk lines and waste water treatment facilities.
Right -of -Way — a general term which identifies a tract of land dedicated to the Town, usually in a strip,
acquired for or devoted to transportation purposes.
Roadway — a portion of a traveled way, including pavement, curb and gutter, shoulders, designed
primarily for motorized vehicular movements. The terms "roadway and streets" are used herein
interchangeably.
Shall — a mandatory condition. Any Standard or Specification using the term "shall" must meet or exceed
the requirement for which the term is used.
Should — an advisory condition. The word "should" is used as a suggested condition for a particular
Standard or Specification. The usage of "should" is not a requirement, but a recommended condition to
aid design.
Shoulder — the paved or unpaved portion of a roadway contiguous with the traveled way for
accommodation of stopped vehicles, for emergency use and for lateral support of base and surface
courses.
Sight Distance — the distance needed for a driver to detect an unexpected or otherwise difficult -to -
perceive information, source or condition in a roadway environment that may be visually cluttered,
recognize the condition or potential threat, select an appropriate speed and path, and initiate and
complete the maneuver safely and efficiently.
Slope — Side slopes are defined herein as a specific horizontal distance for every specific vertical
distance. As an example, a slope of 3:1 is a slope of three feet (3') horizontal to every one foot (1')
vertical.
Stopping Sight Distance (SSD) — the sum of the brake reaction distance and the braking distance.
SSD is measured from the driver's eyes, three and one-half feet (3.5') above the road surface, to an
object two feet (2') high on the road.
Street Supervisor — shall mean the individual designated by the Town to be responsible for the day-to-
day operation and maintenance of the Fraser street system.
Streets — a portion of a traveled way, including pavement, curb and gutter, shoulders, designed primarily
for motorized vehicular movements. The terms "streets and roadway" are used herein interchangeably.
Sub -base — the layer or layers of specified or selected material of designed thickness placed on a sub -
grade to support a base course.
Sub -grade — the top surface of a roadbed upon which the pavement structure and shoulders, including
curbs, are constructed.
Super -elevation — the vertical distance between the heights of inner and outer edges of roadway
pavement used to prevent vehicle from sliding outward, or to counteract all the centrifugal force of a
75
vehicle traveling at an assumed speed, or roadway banking
Survey plat — a plat map of a property depicting characteristics of the land, including but not limited to,
property corners, adjacent platted document detail, utility easements and other relevant information.
Town — employees and/or representatives of the Town of Fraser, includes but is not limited to the, Town
Manager, Planning Department, Public Works Department, Town Clerk, Town Board, Town Attorney,
Town Engineer, Town Surveyor, Street Supervisor, designee of the Town Manager or Public Works
Director, etc.
Traffic Control Device — any sign, signal marking, or installation placed or erected under public
authority, for the purpose of regulating, warning, or guiding.
Vertical Alignment — element of road design intended to provide adequate sight distance, safety,
comfortable driving, good drainage, and pleasing appearance. Stopping sight distance requirements
controls minimum lengths of crest vertical curves.
Water Main — shall mean a Fraser -owned water transmission and/or distribution pipeline, carrying
potable water only, and shall be installed in a public right-of-way or easement.
Water Service Line — shall mean the privately -owned water line extending from the water main to the
Customer's building, and shall include the tap on the main, corporation stop, curb -stop valve and box and
meter installation.
76
N
O
H
LOCATE WATER LINE BENDS.
LOCATE WATER LINE TEES & CROSSES.
LOCATE ALL VALVES, SERVICES & MAINS.
LOCATE ANY SPECIALTY ITEMS. (E.G. FIRE
HYDRANTS, METER VAULTS, ARV VAULTS,
PRV VAULTS, COUPLINGS, MANHOLES, ETC...)
NOTE DISTANCES TO EDGE OF PAVEMENT
AND TO R.O.W. OR EASEMENTS.
LOCATE ALL SERVICE TAPS AND LINES.
NOTE ANY KNOWN R.O.W. AND EASEMENT
INFORMATION.
NOTE FINAL INVERT ELEVATIONS W/
BENCHMARK ELEVATION REFERENCED.
NOTE LENGTH, SIZE, MATERIAL AND SLOPE
OF LINE AS INSTALLED.
NOTE DISTANCES BETWEEN UNDERGROUND
UTILITIES.
NOTE PERMANENT EASEMENT MONUMENTS AND
PROPERTY CORNERS (PC) WHERE USED FOR TIES.
NOTE SERVICE STREET ADDRESSES. RIGHT OF WAY
EDGE OF PAVEMENT
TELEPHONE POLE
NOTE:
1. DRAFT "AS—RECORDED" DRAWINGS TO
SCALE.
2. TREES SHALL NOT BE USED FOR
REFERENCE TIES.
SFJF� K
� F
F C C B E E D
POLE ��A — — L
F TRANSFORMER
E K WATER SERVICE
SEWER SERVICE
® EASEMENTI
1743 ANYWHERE ST. I I BUILDING
BUILDING
FENCE
As -Built Plan Required Information
(water and Sanitary Sewer Systems)
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCl1ON STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-4 Revised March 2012
.OV
SLOPE PER OSHA, 1.5:1.0 (H: V) TYP. J
MAX. TRENCH WIDTH IS PIPE DIAMETER + 2 FEET
MINIMUM EASEMENT WIDTH = 30 FEET
DEPTH OF COVER = H(FT)
9' TYP. (WATER)
7' TYP. (SANITARY SEWER)
MIN.
UTILITY PIPE
DIAMETER, D(IN)
SINGLE PIPE EASEMENT
SLOPE PER OSHA WS WD WW
1.5:1.0 (H: V) TYP.
HS (FT) - 7' TYP.
1.OV HW (FT) - 9' TYP.
1' MIN. DIST. BETWEEN
L WES• `110' MIN. 1.5H
1' MIN.
SANITARY SEWER DIAMETER, D(IN)
WATER MAIN DIAMETER, D(IN)
MINIMUM EASEMENT WIDTH = 36 FEET --'\- MAX. TRENCH WIDTH IS PIPE DIAMETER + 2 FEET
FOR EASEMENT WIDTHS WHERE THE DEPTH OF THE WATERLINE COVER EXCEEDS 9 FEET OR THE DEPTH OF THE
SANITARY SEWER COVER EXCEEDS 7 FEET, USE THE FOLLOWING FORMULA AND ROUND UP TO THE NEAREST FOOT.
EASEMENT WIDTH = WS +WD+WW
WHERE: WS = PIPE OUTSIDE DIA(FT) + 1 FT + [(HS (FT) - 1 (FT)) x 1.5]
WD = ACTUAL HORIZONTAL DISTANCE (EDGE TO EDGE), MIN. 10 FT
WW = PIPE OUTSIDE DIA(FT) + 1 FT + [(HW (FT) - 1 (FT)) x 1.5]
COMBINED SEWER & WATER EASEMENT
Utility Easement Widths
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-5 Revised March 2012
EASEMENT REQUIREMENT FOR DEEP TRENCHES
PIPE SIZE DEPTH OF COVER
10'-12' 12'-14' 14'+
8"- 14" 35 FEET 42 FEET PER TOWN
15"- 20" 38 FEET 45 FEET PER TOWN
SINGLE PIPE EASEMENT
SLOPE PER OSHA WS WD WW
1.5:1.0 (H: V) TYP.
HS (FT) - 7' TYP.
1.OV HW (FT) - 9' TYP.
1' MIN. DIST. BETWEEN
L WES• `110' MIN. 1.5H
1' MIN.
SANITARY SEWER DIAMETER, D(IN)
WATER MAIN DIAMETER, D(IN)
MINIMUM EASEMENT WIDTH = 36 FEET --'\- MAX. TRENCH WIDTH IS PIPE DIAMETER + 2 FEET
FOR EASEMENT WIDTHS WHERE THE DEPTH OF THE WATERLINE COVER EXCEEDS 9 FEET OR THE DEPTH OF THE
SANITARY SEWER COVER EXCEEDS 7 FEET, USE THE FOLLOWING FORMULA AND ROUND UP TO THE NEAREST FOOT.
EASEMENT WIDTH = WS +WD+WW
WHERE: WS = PIPE OUTSIDE DIA(FT) + 1 FT + [(HS (FT) - 1 (FT)) x 1.5]
WD = ACTUAL HORIZONTAL DISTANCE (EDGE TO EDGE), MIN. 10 FT
WW = PIPE OUTSIDE DIA(FT) + 1 FT + [(HW (FT) - 1 (FT)) x 1.5]
COMBINED SEWER & WATER EASEMENT
Utility Easement Widths
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-5 Revised March 2012
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Cross -Section for Arterial Street
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-6 Revised March 2012
60' ROW
q
30'
30'
12' 12'
4. 7' 2' 2'7'
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�.il ll, ll. ,I: ll. �I ll. FIs. ll. �I ll. �I ,ill. �I ll. �I ill, ll. �I i.11.` SOIL
BASE COURSE* ASPHALT* CONCRETE VALLEY PAN
(5" MIN.) OR RIBBON CURB
(TYPICAL)
COLLECTOR STREET CROSS SECTION
*FINAL PAVEMENT DESIGN & BASE COURSE THICKNESS SHALL BE DETERMINED BY A
LICENSED PROFESSIONAL ENGINEER
NOTE: THE PAVEMENT WIDTH FROM TABLE 3.3 IS
MEASURED FROM FLOWLINE TO FLOWLINE OF
VALLEY PANS AS SHOWN ABOVE.
Cross -Section for Collector Street
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCl1ON STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-7
Revised March 2012
0
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Cross-Section for Local Street
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-8 Revised March 2012
10'UE&SSE-
2'-
4•
SE2'q.• 1 4'
3�• � MAX
p,X• � u-1� ��
ni rrr Iln Iliryl�lll� it `�ill���l i rllrnfllr,rl
32' R.O.W.
q
10' UE & SSE J
2'
F
4'
�r.
„Illiu„II u; *Il ;l AISPHIALTi, �u, II„1;:111 CONDITIONED
BASE COURSE SOIL
CDOT CLASS 6 (5” MIN.) CONCRETE VALLEY
PAN OR RIBBON CURB
(TYPICAL)
PRIVATE STREET CROSS SECTION
*FINAL PAVEMENT DESIGN & BASE COURSE THICKNESS SHALL BE
DETERMINED BY A LICENSED PROFESSIONAL ENGINEER
NOTE: THE PAVEMENT WIDTH FROM TABLE 3.3 IS
MEASURED FROM FLOWLINE TO FLOWLINE OF
VALLEY PANS AS SHOWN ABOVE.
Cross -Section for Private Street
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-9
Revised March 2012
BASE COURSE
CDOT CLASS 6
(6" MIN)
20'
DRIVEWAY
10'
3.0% 3.0%
(5" MIN.)
PRIVATE SHARED DRIVE CROSS SECTION
Cross -Section for Private Shared Drive
CONDITIONED SOIL
4:1 PREFERRED
3:1 MAX.
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-10
Revised March 2012
4 1/2" 1 1/2
D6» :.•:
4
FL
e .d
e
VERTICAL CURB & GUTTER RIBBON CURB
SEE PLAN FOR CATCH OR SPILL
"W" VARIABLE (SEE PLANS)
" W/2 W/2
0 2"
A C i SLOPE 1"/FT. MAX. SLOPE 1"/FT. MAX.
e Y 6" qO ..
L
6„
• . a •.�
0 2" DEPTH WHEN USED A5 A
CROSSPAN IN AN INTERSECTION
MOUNTABLE CURB & GUTTER VALLEY PAN
LEGEND
FOR RADII
A = 1/8• TD 1/4-
B 1'
/4.B=1"
C = 11/2"
D = 11/2• TO 2•
Curb and Gutter
GENERAL NOTES
1. ON CURVES 3 DEGREES OR SHARPER, CURBS AND/OR GUTTERS ARE TO BE
PLACED ON THE ARC OF THE CURVE UNLESS OTHERWISE NOTED ON THE
PLANS. A MAXIMUM CHORD LENGTH OF 10 FEET MAY BE USED WHEN THE
DEGREE OF CURVE IS LESS THEN 3 DEGREES.
2. CONCRETE SHALL BE 4000 PSI FIBERMESH.
3. PROFILE GRADE OF CURBS AND GUTTERS SHALL BE LOCATED AT THE FLOW
LINE.
A EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING EXISTING CONCRETE OR
FIXED STRUCTURE. EXPANSION JOINT MATERIAL SHALL BE Y2 IN, THICK AND
SHALL EXTEND THE FULL DEPTH OF CONTACT SURFACE. EXPANDING JOINT
SHALL BE PLACED EVERY ONE HUNDRED (100) FEET MEASURED ALONG THE
SIDEWALK AND AT ALL CHANGES IN DIRECTION.
O GUTTER CROSS SLOPES SHALL BE Y IN./FT. WHEN DRAINING AWAY FROM CURB AND
11N./FF. WHEN DRAINING TOWARD CURB.
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-11
Revised March 2012
STREET WIDTH
80'
32
pp'
NOTE:
40'
WHERE DRIVEWAYS ARE PROPOSED FROM
32
CUL-DE-SACS AND TURN AROUNDS, ADDITIONAL
16' M1%R30'
SNOW STORAGE EASEMENTS SHALL BE REQUIRED
AS DETERMINED BY THE TOWN.
VARIES
ARIES
RIGHT-OF-WAY
120'
MIN.
60
60
15'
40'
9
32'
MIN.
_�)
N.
r -R
VARIES
RIGHT-OF-WAY R30'
RIGHT-OF-WAY
VARIES
EDGE OF VARIES
SHOULDER
EDGE OF
ASPHALT
CENTERLINE
VARIES
Cul -De -Sac and
Turnarounds for Streets
THESE DETAILS ARE PROVIDED FOR
STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE
UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-12
Revised March 2012
VARIABLE
(SEE PLAN)
1 2% TO 0 STREET
4" STANDARD
(I SUBGRADE COMPACTED TO
6" IN DRIVEWAY
APRON SECTIONS - MINIMUM DENSITY PER SOIL
CLASSIFICATION. PER
GEOTECH REPORT
CONCRETE SIDEWALK SECTION
NOT TO SCALE
TRAIL SURFACING SHALL BE CONSTRUCTED
OF EITHER CONCRETE OR ASPHALT.
ALTERNATE SURFACE MATERIAL MAY BE
CONSIDERED BY THE TOWN.
GENERAL NOTES
EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING EXISTING
CONCRETE OR FIXED STRUCTURE. EXPANSION JOINT MATERIAL
SHALL BE 1/2 IN. THICK AND SHALL EXTEND THE FULL DEPTH OF
CONTACT SURFACE. EXPANSION JOINT SHALL BE PLACED EVERY
ONE HUNDRED (100) FEET MEASURED ALONG THE SIDEWALK (OR
CONCRETE TRAIL) AND AT ALL CHANGES IN DIRECTION.
Sidewalks and Trails
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-13
Revised March 2012
A
CONCREM
PEDESTRUN CURB
X
2Z
C
4CBSIDEWALK WIDTH
SHOWN ON PLANS
6"
4" TOP OF
2% � PAVEMENT
CONCRETE SIDEWALK SECTION B -B
PMESTRWN
SEE PLANS FDR CROSSWALK
RMUS
' eTRUNCATED
2 A DOME
6" x 12" CONCRETE
PEDESTRIAN CURB
SIDEWALK RAMP
PLAN
4"
GENERAL NOTES
61
TRANSITION
PEDESTRIAN CURB
—6 '
RAMP
4" — 8"
1. AVOID PLACING DRAINAGE STRUCTURES, TRAFFIC SIGNAL
EQUIPMENT, JUNCTION BOXES, FIRE HYDRANTS, OR
OTHER OBSTRUCTIONS IN FRONT OF RAMP ACCESS AREAS.
2. CONSTRUCTION OF THE CONCRETE PEDESTRIAN CURB
TO BE INCLUDED IN THE COST OF THE CURB RAMP.
WIDTH OF SIDEWALK
3'
L 4" / 1_ B,,
SIDEWALK
WING TRANSITION
3. TRUNCATED DOME SECTION SHALL BE CAST—IN—PLACE COLORED
CONCRETE, CORE 10 STEEL, OR VITRIFIED POLYMER MEETING THE
REQUIREMENTS AND DETAIL OF THE ADA REGULATIONS.
6'
TRANSITION
4"
FL
—8"
TRUNCATED
DOME
TOP OF
PAVEMENT
Handicap Ramps
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-14 Revised March 2012
C�KI-A-1-1 1-k-
EXPANSIO
JOIN
NOTE: Cl
NOTES:
1. CONCRETE DEPTH SHALL BE SIX (6) INCH MINIMUM DEPTH.
2. FIELD MODIFY THE APRON SECTION IF VERTICAL CURB IS NOT
LOCATED ADJACENT TO THE DRIVE ENTRANCE.
2._6..
EXPANSION
JOINT
PAVEMENT
DEPTH
FLOWLINE
1" /FT 6.. MIN.
6" MIN.
1,4
BASE COURSE
CDOT CLASS 6
(6" MIN)
Drive Cuts
EXPANSION JOINT HERE IF �
DRIVEWAY ABUTS CONCRETE
SECTION A -A
VERTICAL CURB DRIVECUT
NOT TO SCALE
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-15 Revised March 2012
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Fire Hydrant Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION
PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER
TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION
STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-16
Revised March 2012
SOLDERLESS, 3M TYPE CONTINUOUS LOOP 12 -GAUGE
DB4-6 LOW VOLTAGE STRANDED COPPER TRACER
DIRECT BURY SPLICE '� WIRE, WATER -TIGHT INSULATION
KIT,OR APPROVED EQUAL. �� FOR DIRECT BURY
TAPE WIRE TO TOP OF PIPE
EVERY 3 OR 4 FEET MAX.
AND EACH SIDE OF EVERY
JOINT, FITTING, OR VALVE
TEST STATION, EXTEND
TRACER WIRE 18"
ABOVE PVC CAP
18" MAX.
12" MIN.
m
u
Isl
PLAN VIEW
PLASTIC �
WITH FLARED
"CP" TYPE COLUMN 4
TEST STATION AT EACH FIRE HYDRANT.
HEAVY C.I. COVER (LOCKING) WITH 4
TERMINALS. 4 -INCH ID x 1'-6" SHAFT
LENGTH
TEST STATION
SECTION A -A
Tracer Wire Detail
TRACER WIRE
BANDED
TOGETHER
3"
PROVIDE AMPLE
TRACER WIRE AT
y
TEST STATION
4FT
FOR REMOVING
.ND
COVER AND
TESTING
4,.
TESTING
STATION
VALVE BOX
AND BASE
MECHANICAL JOINT
RESTRAINT
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-17 Revised March 2012
OPEN FIELD CONDITION
MOUND BACKFILL TO 6"
ABOVE EXISTING GRADE
EXISTING GRADE
STREET CONDITION
PAVEMENT REPLACEMENT
GEOTEXTILE WRAP, IF REQUIRED
BY SITE CONDITIONS.
°'� s1 ✓ o" "-� d LINES WITH LESS THAN 9.0' OF
COVER, PROVIDE 2" INSULATION
Cd BOARD STYROFOAM HI -60 OR
EQUAL (2" OF INSULATION FOR
PIPE ZONE f EACH FOOT UNDER 9.0' OF
4" — 6" �' ` � � �� `�� ' ° COVER), PER STANDARDS,
"PIPELINE INSULATION"
6" MAX. LIFTS
PLACE AND COMPACT PER
STANDARDS, "PIPE BEDDING AND
BACKFILL"
BEDDING ZONE 4" MIN. MAX. TRENCH WIDTH CSD PIPE ZONE 24"+
a p + s PIPE DIAMETER, WIDTH OF INSULATION
MUST NOT BE LESS THAN WIDTH OF
TRENCH AT PIPE ZONE.
NOTE:
CLAY DAMS MAY BE REQUIRED BY SITE
CONDITIONS AS DETERMINED BY FRASER.
Water Main and Service Line
Bedding and Backfill Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-18
Revised March 2012
POLYETHYLENI
P
PIPE
FLAW IU W'L
Pni YFTHYI FNF TURF
F'LAWIU IAF L
STEP 3
FIELD INSTALLATION -POLYETHYLENE WRAP
STEP -1 PLACE TUBE OF POLYETHYLENE MATERIAL AROUND
PIPE PRIOR TO LOWERING PIPE INTO TRENCH.
STEP -2 PULL THE TUBE OVER THE LENGTH OF THE PIPE. TAPE TUBE TO PIPE AT JOINT.
FOLD MATERIAL AROUND THE ADJACENT SPIGOT END AND WRAP WITH THREE
CIRCUMFERENTIAL TURNS OF TWO—INCH WIDE PLASTIC TAPE TO HOLD
PLASTIC TUBE AROUND SPIGOT END.
STEP -3 ADJACENT TUBE OVERLAPS FIRST TUBE AND IS SECURED WITH PLASTIC
ADHESIVE TAPE. THE POLYETHYLENE TUBE MATERIAL COVERING THE PIPE
WILL BE LOOSE. EXCESS MATERIAL SHALL BE NEATLY DRAWN UP AROUND
THE PIPE BARREL, FOLDED INTO AN OVERLAP ON TOP OF THE PIPE AND HELD
IN PLACE BY MEANS OF PIECES OF THE PLASTIC TAPE AT APPROXIMATELY
THREE TO FIVE FOOT INTERVALS.
Polyethylene Wrap Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-19 Revised March 2012
BOND BREAKER o
Lu
m
flNG
p J
,ACE �4vVi
10j*191k;
11 %a°, 22 %°, 450 AND 900 BENDS
BOND
NOTES:
1. BEARING SURFACES SHOWN IN CHART ARE
MINIMUM.
2. BASED ON 150 PSI INTERNAL PIPE PRESSURE
PLUSWATER HAMMER.
4",611,8" AND 1211 WATER HAMMER = 110 P.S.I.
16",20" AND 24" WATER HAMMER = 70 P.S.I.
3. BASED ON UNDISTURBED SOIL 3,000 PSF
BEARING CAPACITY AND VERTICAL BEARING
BEI
MKILKIAL ✓l,✓IJI✓I,✓L✓ --
TYPICAL CROSS SECTION
BEARING SURFACE
1:12ON1,2CH
MINIMUM BEARING SURFACE AREA
(IN SQUARE FEET)
SIZE
BENDS
TEE OR
OFo
PIPE
1110
221,0
450
90
DEAD
END
6"
1.00
1.25
2.25
5.70
3.00
8"
1.00
2.00
4.00
10.20
5.25
10"
1.75
3.25
6.50
15.60
8.25
12°
2.25
4.50
8.75
22.40
11.25
14"
3.00
6.00
11.75
30.50
15.25
16"
3.75
7.50
14.50
33.70
19.00
18"
4.50
8.75
17.00
42.70
22.00
20i1
5.00
10.00
19.50
52.70
25.00
SURFACES.
4. FOR HORIZONTAL PIPE FORCES.
Concrete Thrustblocks
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-20 Revised March 2012
DIP MECHANICAL JOINT RESTRAINT
WEDGE DETAIL
DIMENSIONS
L n -7s
BOLT HOLE
DETAIL
DIP NOTES:
1.) AS MANUFACTURED BY EBBA
IRON INC. (MECHANICAL 1100 SERIES).
OR UNI—FLANGE (SERIES 1500)
2.) DIMENSIONS FOR 16" AND 20"
D.I. PIPE NOT SHOWN.
C-9001905 NOTES:
1.) AS MANUFACTURED BY
SMITH BLAIR (BELL JOINT
LEAK CLAMP 274)
2.) DIMENSIONS FOR 16" AND 20"
D.I. PIPE NOT SHOWN.
3.) OTHER MECHANICAL JOINT RESTRAINT 3.) OTHER MECHANICAL JOINT RESTRAINT
DEVICES MUST BE APPROVED BEFORE DEVICES MUST BE APPROVED BEFORE
INSTALLATION. INSTALLATION.
Mechanical Joint Restraint Details
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-21 Revised March 2012
NOMINAL
PIPE SIZE
NO. OF
BOLTS
NO. OF
WEDGES
K2
INCHES
J
INCHES
F
INCHES
M
INCHES
D
6"
6
3
11.12
9.50
7.00
0.88
8"
6
4
13.37
11.75
9.15
1.00
1
10
8
6
15.62
14.00
11.20
1.00
P
12
8
8
17.88
16.25
13.30
1.25
DIP NOTES:
1.) AS MANUFACTURED BY EBBA
IRON INC. (MECHANICAL 1100 SERIES).
OR UNI—FLANGE (SERIES 1500)
2.) DIMENSIONS FOR 16" AND 20"
D.I. PIPE NOT SHOWN.
C-9001905 NOTES:
1.) AS MANUFACTURED BY
SMITH BLAIR (BELL JOINT
LEAK CLAMP 274)
2.) DIMENSIONS FOR 16" AND 20"
D.I. PIPE NOT SHOWN.
3.) OTHER MECHANICAL JOINT RESTRAINT 3.) OTHER MECHANICAL JOINT RESTRAINT
DEVICES MUST BE APPROVED BEFORE DEVICES MUST BE APPROVED BEFORE
INSTALLATION. INSTALLATION.
Mechanical Joint Restraint Details
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-21 Revised March 2012
1
W
W
I �
C'
J J
CL
Length of Restrained Pipe
r)
Z
J W
M
0
00)
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-22 Revised March 2012
V)
0
z
W
M
NJ
N
I'7
N
I`7
Q
z
0
Z
H
m
Z
J
z
O
LLJ o
U
a
W C7
00
J
O
N
0
N
ro
_
C�
n
a
w
a_
a=
r
Q
Of 0
w J
F
W
a.¢
LLLJ
C7
z
WO 2 V)
�W 0 0o
r2Q
U
w
0O
II
mw J�
Q�
j
m
J
Q
N
00
N
j
ylrJ FINISHED GRADE
SANITARY SEWER OR NON -POTABLE
DO NOT USE CONCRETE ENCASEMENT
r IF THE WATER LINE 15 BELOW THE
i! SANITARY SEWER. USE ALTERNATE
METHOD.
NON -POTABLE LINE ABOVE
WATER: ALWAYS PROVIDE
PROTECTION
PROVIDE PROTECTION AS DETAILED
BELOW IF THIS DIMENSION IS LESS
THAN 18"
T `SANITARY SEWER OR NON -POTABLE
CONCRETE ENCASEMENT MAY BE USED
SECTION WHEN WATER LINE IS ABOVE THE
SANITARY SEWER.
NON -POTABLE LINE (TYP)
10' MIN
ADAPTER COUPLING (TYP)-WATERTIGHT
FLEXIBLE COUPLING, PER ASTM C. 425, BANDED
WITH TWO SERIES -300 STAINLESS STEEL BANDS.
INSTALL DUCTILE IRON PIPE, PVC PRESSURE
PIPE, OR CONCRETE ENCASEMENT AROUND
SANITARY SEWER, OR NON -POTABLE IF READ
BY THE CLEARANCE CONDITIONS STATED ABOVE
ADDITIONAL ADAPTOR
COUPLING, IF REQUIRED
NOTE: ACCEPTABLE ALTERNATE METHOD.
WHERE THE PVC SANITARY SEWER LINE CROSSES
ABOVE THE WATER LINE, INSTALL A SMITH-BLAIR
229, FULL CIRCLE COLLAR LEAK REPAIR CLAMP ON
PLAN ALL SANITARY SEWER JOINTS WITHIN A 10'
HORIZONTAL DISTANCE OF THE CROSSING AND
INSTALL A FULL LENGTH (20' MINIMUM) LENGTH OF
DIP WATER LINE CENTERED OVER THE CROSSING.
Pipe Crossing Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-23
Revised March 2012
3" 1 MIN. CLEAR
�--4-N0. 5 BARS CONTINUOUS FOR
8" PIPE AND 6-N0. 5 BARS
CONTINUOUS FOR 10" OR LARGER (TYP.).
NO. 4 TIES AT 18" O.C.
PIPE ENCASEMENT DETAIL
NOTE:
1. CONCRETE SHALL NOT BE LEANER THAN 1 CEMENT; 2-1/2 SAND;
5 STONE AND SHALL NOT HAVE LESS THAN 3,000 PSI
COMPRESSIVE STRENGTH AT 28 DAYS.
2. PLACE CONCRETE AGAINST EITHER SOLID FORMWORK OR
UNDISTURBED SOIL.
3. USE GR. 40 REINFORCING BARS.
4. USE ONLY IF SANITARY SEWER IS BELOW THE WATER LINE.
DO NOT PLACE OR SPILL CONCRETE ON WATER LINE.
Pipe Encasement Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-24 Revised March 2012
6" MIN. PIPE O.D. 6" MIN.
SANITARY SEWER1
OR NON -POTABLE LINE
U
I
<1
z
'.I I
3" 1 MIN. CLEAR
�--4-N0. 5 BARS CONTINUOUS FOR
8" PIPE AND 6-N0. 5 BARS
CONTINUOUS FOR 10" OR LARGER (TYP.).
NO. 4 TIES AT 18" O.C.
PIPE ENCASEMENT DETAIL
NOTE:
1. CONCRETE SHALL NOT BE LEANER THAN 1 CEMENT; 2-1/2 SAND;
5 STONE AND SHALL NOT HAVE LESS THAN 3,000 PSI
COMPRESSIVE STRENGTH AT 28 DAYS.
2. PLACE CONCRETE AGAINST EITHER SOLID FORMWORK OR
UNDISTURBED SOIL.
3. USE GR. 40 REINFORCING BARS.
4. USE ONLY IF SANITARY SEWER IS BELOW THE WATER LINE.
DO NOT PLACE OR SPILL CONCRETE ON WATER LINE.
Pipe Encasement Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-24 Revised March 2012
CASING END SEAL
PUSH—ON SINGLE GASKET
OR MECHANICAL JOINT DI
CARRIER PIPE RESTRAINEI
THROUGH CASING
OVERAI
JOINT I
CARRIER
3 SKIDS PER
PIPE LENGTH
vow v��ru�
PIPE CASING DETAIL
NOTE:
TRENCH LAID CASINGS SHALL BE DESIGNED
AND INSTALLED TO CONDUIT STANDARDS.
Bore Casing Detail
;ING PIPE
NEOPRENE OR PVC
RUNNER
'SKID CLAMP
-1RST TWO
rsIDE OF
'E
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-25
Revised March 2012
U -BOLTS (2) AND LOCK BAR
SHALL BE PROVIDED BY FRASER
AT APPLICANT'S EXPENSE
CONCRETE COLLAR
12" MINIMUM THICKNESS
FIBER MESH CONCRETE
6" MANHOLE
ADJUSTMENT RING
SET ON CLASS 6
SUBBASE
EMBED U -BOLT
INTO CONCRETE
Locking Valve Box Detail
LOCK BAR WILL BE
PADLOCKED HERE USING
FRASER PADLOCK
(� -....
]7��VALVE BOX
INSTALL CONCRETE COLLAR
Y2" BELOW FINISH HMA GRADE,
Y4" BELOW FINISH CONCRETE
PAVEMENT GRADE
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-26 Revised March 2012
i
r,
r
-
(� -....
]7��VALVE BOX
INSTALL CONCRETE COLLAR
Y2" BELOW FINISH HMA GRADE,
Y4" BELOW FINISH CONCRETE
PAVEMENT GRADE
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-26 Revised March 2012
FINISH GRADE
PAVEMENT
5' MIN.
BASE COURSE OR FLOWABLE
FILL
COMPACTED SUBGRADE
(SEE SPECS.)
_ LIMITS OF _ ,
4000 PSI FIBERMESH CONCRETE
MINIMUM THICKNESS
SECTION
NOT TO SCALE
NOTES:
1. 'D' = FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
2. 'D' = FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
3. 'D" = FOR CONCRETE STREETS
4. THIS DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
5. RING AND COVER TO MATCH SLOPE OF FINISHED STREET
Man hole/Structu reNalve Box Placement -Shoulder Area
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-27 Revised March 2012
FIBER MESH CON
CVICTIAI� PAVEMENT
CONCRETE COLLAR
OPEN FIELD CONDITION I STREET CONDITION
RETE COLLAR
LIMITS OF EXCAVATION
„D„ FINISH GRADE
12"
r
FIBER MESH CONCRETE.
NOTES:
PAVEMENT
-BASE COURSE
OR FLOWABLE
FILL
COMPACTED
UBGRADE
SEE SPECS.)
1. "D" _ �1" FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
2. "D" _ FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
3. "D" _ FOR CONCRETE STREETS
4. VALVE BOX MUST BE PLUMB AND CENTERED OVER THE VALVE NUT
5. THIS DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
6. USE FIBER MESH CONCRETE. NO REINFORCEMENT REBAR.
Valve Box Concrete Collar Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-28 Revised March 2012
EXISTING PAVEMENT
FIBER MESH
CONCRETE COLLAR
8" MAXIMUM
FRAME HEIGHT
PRECAST REINFORCED
CONCRETE ADJUSTING
RINGS WITH APPROVED
MASTIC SEALER- 4" MAX.
NOTES:
LIMITS OF EXCAVATION .�
CONCRETE COLLAR
FINISH GRADE
-PAVEMENT
BASE COURSE
OR FLOWABLE FILL
COMPACTED
UBGRADE
SEE SPECS.)
1. A SEALER SHALL BE USED BETWEEN ALL ADJUSTING RINGS AS REQUIRED
2. DROP-IN RISER RINGS NOT ALLOWED
3. SET AND TILT RING AND COVER TO MATCH SLOPE OF FINISHED STREET
4. "D" _ FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
5. "D" _ �1" FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
6. "D" _ FOR CONCRETE STREETS
7. THIS DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
Structure/Manhole Concrete Collar Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-29
Revised March 2012
O CORE EXISTING
SURFACE
O3 STEEL BRUSH CONCRETE
SURFACE OF CONE PRIOR
TO CONCRETE INSTALLATION
0 PLACE CONCRETE TO TOP
OF HDPE COLLAR AND
INSTALL MANHOLE FRAME
AND COVER
O2 EXCAVATE SOIL FROM
CORE DRILL AREA
TO 3 -INCHES BELOW
TOP OF CONE
1'-6" MAX. TO TOP STEP
LEGEND
® STEPS TO COMPLETE ADJUSTMENT
NOTES:
INSTALL CONCRETE
SURFACE
INSTALL HDPE
COLLAR
"D"
PAVEMENT AND
SUB A5
FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
SPECIFIED
..................................�
FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
3. "D" =
FOR CONCRETE STREETS
4. THIS
DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
5. RING
AND
COVER TO MATCH SLOPE OF FINISHED STREET
PLACE DOUBLE BEAD
4"
MAX'
OF SILICONE CAULK
,
PRIOR TO INSTALLING
HDPE COLLAR
3"
FASTEN HDPE COLLAR IN PLACE Q
WITH SUFFICIENT FASTENERS
TO SEAL CONNECTION TO CONE
STEEL BRUSH CONCRETE
SURFACE AT TOP OF CONE
TO CLEAN DEBRIS FROM SURFACE
EXISTING
ECCENTRIC CONE
1. "D" =
FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
2. "D" =�'
FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
3. "D" =
FOR CONCRETE STREETS
4. THIS
DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
5. RING
AND
COVER TO MATCH SLOPE OF FINISHED STREET
Optional Manhole 1 Structure Adjustment Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-30
Revised March 2012
6" MIN.
OPEN FIELD CONDITION
CAST -IN-PLACE CONC. COLLAR
SEE STANDARD DRAWINGS
4' MIN.
FRAME AND COVER
MANHOLE STEPS, ALIGN
VERTICALLY
- 24" DIA. CI WATERTIGHT
MANHOLE FRAME
AND SELF-SEALING LID
NEENAH R -1916-D OR EQUAL
WITH "WATER" CAST IN COVER
STREET CONDITION
4" MAX. '-3" MIN T
1 •-8" MAX
w
EXTERNAL JOINT SEAL
SELF -ADHERING MEMBRANE
AS MANUFACTURED BY
GRACE CONSTRUCTION
PRODUCTS, 12" WIDE, OR
APPROVED EQUAL.
4'-0 DIA.
COAT EXTERIOR WITH
MANUFACTURER'S EPDXY
COATING
-\
8" MIN.
PAVEMENT AND
SUBGRADE AS
SPECIFIED
GASKET
MANHOLE STEPS, ® 12" O.C.
POLY -COATED STEEL
PRECAST MANHOLE
(ASTM C-478)
WATER -PROOF BOOT
KOR-N-SEAL OR EQUAL
0'-10" MIN TO
1'-3" MAX
PLACE BASE ON 12" OF
COMPACTED 1-1/2" WASHED
ROCK FOR STABILIZATION.
SECTION
Air Release Valve Structure
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-31 Revised March 2012
GATE VALVE
GATE VALVE
«s
AND VALVE BOX
SWIVEL TEE
DBL SPIGOT
90' MJ
BEND
DIP
CONC
PRESSURE REDUCING VALVE—
�1
THRUSTBLOCK
O
I
'M
D L 90-01
I
PRESSU[?
FEDJCING
VALVE
1 !
IN.
CONC
BYPASS GATE VALVE AND � BOLTED SLEEVE TYPE
I
FLG x PE
THRUSTBLOCK
VALVE BOX WITH LOCKING COUPLINGS
MEGA LUG
VALVE BOX
RESTRAINTS (TYP)
""•
10'x8' SQUARE
CONC. SLAB
GATE VALVE
TIE RODS
I
GATE VALVE
DBL SPIGOT MIN. 20" HORIZONTAL
PRECAST CONC VAULT
DIP
3.00'
OFFSET FROM CENTERLINE
OF PPE
MIN
I
FLOOR SLAB
FLANGED DIP AND
FLANGED FITTINGS
MIN
I
GATE VALVE
FLG x PE
SUMP WITH
COVER GRATE
DOUBLE SPIGOT
GATE VALVE
«s
MEGA LUG
RESTRAINTS (TYP) CLA—VAL MODEL 90—
PRESSURE REDUCING VALVE—
�1
O
CLA�1(A
'M
D L 90-01
8.00'
PRESSU[?
FEDJCING
VALVE
1 !
IN.
BYPASS GATE VALVE AND � BOLTED SLEEVE TYPE
I
FLG x PE
VALVE BOX WITH LOCKING COUPLINGS
VALVE BOX
""•
GATE VALVE
I
GATE VALVE
DBL SPIGOT MIN. 20" HORIZONTAL
3.00'
OFFSET FROM CENTERLINE
OF PPE
MIN
8'0 VENT PIPE
CONC MASTIC AROUND
THRUSTBLOCK PIPES AND RODS �a" THREADED TAP
(TYPICAL OF 2)
I TIE RODS
GATE VALVE
AND VALVE BOX
7,4DBL SPIGOT CONC
SWIVEL TEE I THRUSTBLOCK
90' MJ BEND
PIPE I NOTES:
1. DO NOT PLACE SUMP DIRECTLY UNDER VAULT ACCESS.
2. PIPING FOR PRV AND VALVE INSTALLATIONS SHALL BE DIP.
3. LADDER RUNGS ARE REOD IN PRE—CAST VAULT. THE DISTANCE BETWEEN
RUNGS. CLEATS, AND STEPS SHALL NOT EXCEED 12" AND SHALL BE UNIFORM
THROUGHOUT THE LENGTH OF THE LADDER.
Underground PRV Vault - Plan View
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-32 Revised March 2012
6"0 VENT PIPE
ffi� pp�
32" MANHOLE RING AND BOLTED, WATER TIGHT COVER
NEENAH MODEL R -1916—H OR
SELF—SEALING STRIP
EQUIVALENT
5'
MANHOLE STEPS, AT 12" O.C.,
GROUND UNE 1'-3" MIN TO
POLY COATED STEEL.
V-8" MAX
8" CONCRETE COLLAR
Z x
4
36"0 EXTENSION
COLLARS
c`1 m
GATE VALVE
AND
VALVE BOX
GATE VALVE n
..
.,
AND VALVE BO,
..
y ;
CLA—VAL MODEL 90-01
PRESSURE REDUCING VALVE
MASTIC VENT
FLG LUG
AROUND PIPES PIPE
AN RODS (TYP)
3/4" CORP S p.P
TH SHUTOFF,
3/4- HIGH
VACUUM BREAKER
AND 4" 0,
STRENGTH
P ES
RE GAUGE (TYP
TIE RODS
DIP
\11-200SI
90' MJ BEND
11.00%
FLOW{
DIP
BOLTED
90' MJ BEND SLEEVE TYPE
FLG
LO COUPLING
HIGH
GATE VALVE
3/4" HIGH MEGALUGS
N
STRENGTH (TYP)
DOUBLE SPIGOT
TIE RODS
3 1/2" GATE VALVE
ADJUSTABLE 0'-10" MIN TO
1. MIN
SUPPORT 1'-3" MAX
_
M
e
SUMP I
/ -
COVER 04
GRATE
IF FLOOR IS CAST IN PLACE
05 REINFORCING BARS SHALL
BE PLACED AT 12" OC BOTH
�p
WAYS BOTTOM OF FLOOR
SLOPE 1/4" PER FT
i
TOWARDS SUMP""
24
NOTES:
1. SEE PLAN VIEW AND ADDITIONAL NOTES.
2. ALL PIPING WITHIN THE VAULT SHALL BE LEVEL
3. VAULT STRUCTURE THICKNESS DIMENSIONS MAY
VARY HATH SITE CONDITIONS. VAULT TO BE BUILT TO
WITHSTAND A MINIMUM OF H2O TRAFFIC LOADING.
4. STRUCTURE TO BE WATER TIGHT
5. APPLY EXTERNAL JOINT SEAL SELF ADHERING
MEMBRANE AS MANUFACTURED BY GRACE
CONSTRUCTION PRODUCTS 12" WIDE OR APPROVED
EQUAL, TO ALL EXTERIOR JOINTS.
Underground PRV Vault
- Section View
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION
PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-33
Revised March 2012
NOTES:
1 - PLACEMENT OF CURB STOP IS TO BE ON
THE PROPERTY/RIGHT-OF-WAY LINE (UNLESS OTHERWISE APPROVED).
2 - OWNER'S RESPONSIBILITY FOR REPAIRS EXTENDS TO THE
CORPORATION STOP AT THE WATER MAIN.
3 - TOWN OF FRASER IS NOT RESPONSIBLE FOR ANY DAMAGE THAT MAY
OCCUR DUE TO A LEAK ON A SERVICE LINE. THIS IS THE RESPONSIBILITY
OF THE OWNER OF THE PROPERTY TO WHICH THE SERVICE LINE
IS CONNECTED.
4 - IF THE DEPTH OF COVER IS LESS, USE INSULATION PER ATTACHMENT A-18.
THE "GOOSE NECK" AT THE CORPORATION STOP MAY HAVE LESS COVER
AND MAY REQUIRE INSULATION EVEN IF THE REST OF THE SERVICE LINE
DOES NOT.
5 - NO COUPLINGS ALLOWED BETWEEN CURB STOP AND METER SETTING.
6 - NO LANDSCAPING (SHRUBS, BOULDERS, ETC.), RETAINING WALLS OR FENCES
ALLOWED WITHIN 4 FEET OF THE CURB STOP AND METER PIT, AND NO TREES
WITHING 10 FEET OF CURB AND METER PIT.
7 - ALL WATER AND SANITARY SEWER SERVICE SHALL HAVE A MINIMUM
HORIZONTAL SEPARATION OF TEN FEET.
OWNER'S SERVICE LINE AND RESPONSIBILITY
FOR REPAIRS
TOP OF
OPERATING NUT
60' MAX
P.L. TO METER
OPERTY LINE
DISTANCE VARIES
COVER FOR CURB STOP SHALL
BE INSTALLED & MAINTAINED LEVEL WITH
THE ADJACENT GROUND.
CURB STOP
SERVICE PIPE
5F{54LL BE TYPE
K COPPER
Water Service Line and Curb Stop
INSULATING COUPLING
REQUIRED WITH METALLIC
WATER MAINS.
CORPORATION STOP
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-34 Revised March 2012
SUPPLY TO
STRUCTURE SHUT OFF/BALL VALVE
SUPPORT OR BRACING
REQUIRED FOR WATER
SERVICE LINES
(SUGGESTED METHOD)
TESTABLE BACKFLOW PREVENTER
TRANSMITTING UNIT TO BE
CONNECTED TO OWNER
SUPPLIED WIRING
3 -STRAND WIRE 18G SOLID
48 IN. MAX. FROM
BASEMENT FLOOR
COP PERHORN/SETTER
F<0
WATER SERVICE FFLO�
FROM MAIN
PRESSURE REDUCING VALVE
SHUT OFF/BALL VALVE
NOT TO SCALE
® = BALL VALVES
NOTES:
1. PROVIDE CLEAR AND UNOBSTRUCTED 4 FT. BY 4 FT. MINIMUM ACCESS TO THE METER ASSEMBLY.
2. COPPER HORN S/SETTERS SHALL BE INSTALLED SO THE METERS ARE IN A HORIZONTAL POSITION.
3. A SECURE SUPPORT IS REQUIRED FOR COPPERHORNS/SETTERS.
4. METERS SHALL NOT BE INSTALLED IN CRAWL SPACES WITH LESS THAN 48" CLEARANCE, OR AS APPROVED
BY FRASER.
5. PROPERTY OWNERS ARE RESPONSIBLE TO EXTEND WIRING FROM THE METERING UNIT TO THE TRANSMITTING
UNIT TO BE LOCATED ON THE STREET SIDE, EXTERIOR WALL OF THE STRUCTURE AND NOT LESS THAN FOUR
(4) FEET ABOVE FINISHED GRADE.
6. WIRING SHALL NOT BE SPLICED.
Water Meter Assembly Installation
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-35 Revised March 2012
12"X18" LOUVER WITH SCREEN.-
PROVIDE
CREEN.PROVIDE MECHANISM TO CLOSE
LOUVER IN WINTER
STAINED CEDAR �4" EXTERIOR
PLYWOOD
30 YEAR ASPHALT
SHINGLE
CORRUGATED METAL
(INSTALLED VERTICAL)
3" RECTANGULAR CAP
NATURAL STONE
WAINSCOT
CONCRETE FLOOR AND
FOUNDATION
M--
METAL INSULATED DOOR
12
14
F-
0LU
Z
a
a o
0 i� 00
�^ 11'-7"
TYPICAL BUILDING ELEVATION FRONT
CONCRETE FLOOR D O D O D OQ Jam/ Q
AND FOUNDATION q
q p
TYPICAL BUILDING ELEVATION SIDE
30 YEAR ASPHALT
SHINGLE
CORRUGATED METAL
(INSTALLED VERTICAL)
1"X4" VERTICAL WOOD
TRIM AT ALL CORNERS
NATURAL STONE
WAINSCOT
4'-O
E TO DRAIN
NOTES:
1. INTERIOR WALLS AND CEILING SHALL BE 3/4" EXTERIOR PLYWOOD PAINTED WHITE.
2. ALL WALLS AND CEILING SHALL BE INSULATED WITH R-19 FIBERGLASS, 23".
3. FRAMING SHALL BE 2" X 6" - 24" O.C. WOOD FRAMING.
Water well Meter House Elevations
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-36
Revised March 2012
112,
oil
F-
0LU
Z
a
a o
0 i� 00
�^ 11'-7"
TYPICAL BUILDING ELEVATION FRONT
CONCRETE FLOOR D O D O D OQ Jam/ Q
AND FOUNDATION q
q p
TYPICAL BUILDING ELEVATION SIDE
30 YEAR ASPHALT
SHINGLE
CORRUGATED METAL
(INSTALLED VERTICAL)
1"X4" VERTICAL WOOD
TRIM AT ALL CORNERS
NATURAL STONE
WAINSCOT
4'-O
E TO DRAIN
NOTES:
1. INTERIOR WALLS AND CEILING SHALL BE 3/4" EXTERIOR PLYWOOD PAINTED WHITE.
2. ALL WALLS AND CEILING SHALL BE INSULATED WITH R-19 FIBERGLASS, 23".
3. FRAMING SHALL BE 2" X 6" - 24" O.C. WOOD FRAMING.
Water well Meter House Elevations
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-36
Revised March 2012
ELECTRICAL
DISCONNECT AND
TRANSFER SWITCH
ELECTRICAL PANELS
UNDERGROUND
DIP TO
CLEARWELL
INTERIOR PIPING, VALVES,
FITTINGS AND METER —
LAYOUT AS REQUIRED BY
FRASER
13'-7"
EXTERIOR OF
FOUNDATION
INTERIOR WALL
CONSTRUCT BUILDING FOUNDATION
WITH FOUNDATION A GRADE BEAM
AND PIERS. STRUCTURAL DESIGN
PER SITE CONDITIONS.
TYPICAL FLOOR PLAN
4"
CONCRETE PAD
42" X 36" X 6"
UNDERGROUND DIP
FROM WELL
a_
r
4" STONE VENEER ~
(PARTIALLY OVERHANG YCL. FLOOR SLAB
GRADE BEAM) (TYP) f REINFORCEMENT v
N [D
-'4" CHAMFER
F+AISA GRADE --ay
2—INCHES BELOW TOP
OF •
L 4" STYROFOAM
INSULATION
J a UNDER SLAB OVER EXCAVATE
v r AND REPLACE
iry PIER AND GRADE BEAM WITH COMPACTED
REINFORCEMENT BASE COURSE
TYPICAL FOUNDATION DETAIL
NOTES:
1. INTERIOR SHALL INCLUDE ONE FOUR BULB FLOURESCENT WITH LIGHT SWITCH, TWO
SINGLE GANG OUTLETS, AND ONE 60" BASEBOARD HEATER WITH T—STAT; 120V.
2. INTERIOR COMPONENTS MAY BE REORIENTED TO FIT SITE, BUT SHALL BE ACCESSIBLE
FROM ENTRY DOOR.
Water well Meter House Floor Plan and Foundation
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-37
Revised March 2012
BACKFIL
OPEN FIELD CONDITION
MOUND BACKFILL TO 6"
ABOVE EXISTING GRADE
rWl=lsin noenr
STREET CONDITION
PAVEMENT REPLACEMENT
16"
SPECIFIED
INSULATION
PROVIDED
z
PIPE ZONE 00
4" MIN.
f--
6" MAX. LIFTS
I BEDDING ZONE -4" MIN.
NOTE:
CLAY DAMS MAY BE REQUIRED BY
SITE CONDITIONS AS DETERMINED
BY FRASER.
6" BEYOND TRENCH
CUT PAVEMENT
SLOPE OR SUPPORT
TRENCH WALLS PER
OSHA REGULATIONS
GEOTEXTILE WRAP, IF
REQUIRED BY SITE
CONDITIONS
FOR 5' TO 7' COVER, PROVIDE
2" INSULATION BOARD. STYROFOAM
HI -60 OR EQUAL (ADDITIONAL 2"
FOR EACH FOOT UNDER 7.0'
OF COVER), PER STANDARDS
"PIPELINE INSULATION."
PLACE AND COMPACT PER
STANDARDS, "PIPE BEDDING AND
BACKFILL."
MAX. TRENCH WIDTH ® PIPE ZONE FOR
PVC IS 24" + PIPE DIAMETER, WIDTH OF
INSULATION MUST NOT BE LESS THAN
WIDTH OF TRENCH AT PIPE ZONE.
Sewer Main and Service Line Bedding & Backfill Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-38 Revised March 2012
FLEXIBLE WATERTIGHT
BOOT (TYPICAL;
5"
6'
OPEN FIELD CONDITION
CAST -IN-PLACE CONC. COLLAR----
6"
OLLAR
6" MIN,
ECCENTRIC CONE
Ln
Lu
z I
¢ � T
OJ
J ¢ -
J o 48"0 5" MIN.
Ln w J 60"0 6" MIN.
-Ino -
_�_
z
ao¢
o_I �
r
FLEXIBLE
WATERTIGHT
BOOT
PLAN
_n" na
SLOPE AT
�
1 "- 2" /FT.
MANHOLE FRAME AND
COVER ABOVE
MANHOLE STEPS, ALIGN
VERTICALLY
OPEN GUTTER AT UNIFORM
SLOPE, PIPE CAST IN
INVERT, WITH TOP REMOVED,
MAY BE USED
ASPHALT SURFACING
OR CONCRETE COLLAR
STREET CONDITION
1'-3" MIN TO
1'-8" MAX PAVEMENT AND
�SUBGRADE AS
..... -- SPECIFIED
PRECAST GRADE RINGS
(SEAL WITH RUB'R-NEK)
24" DIA. CI MANHOLE FRAME AND
SELF-SEALING LID. NEENAH R-1500,
IR -1915-G IF REQUIRED, OR EQUAL,
WITH "SEWER" CAST IN COVER
12" EXTERNAL JOINT WRAP
RUB'R NECK GASKET
PRECAST BARREL SECTION
MANHOLE STEPS, AT 12" O.C.
POLY -COATED STEEL
PRECAST CONCRETE BASE
0'-10" MIN TO
1'-3" MAX
3" MIN.\\.
TO CORE _ _
O.D. i -- - 2/3 PIPE DIA.
8" MIN, PLACE BASE ON 12" OF
�,° . -: n n nCOMPACTED 1-1 /2" WASHED
CONCRETE FILL '' ' sEcnoNROCK FOR STABILIZATION.
6"
Standard Precast Concrete Manhole
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-39 Revised March 2012
FLEXIBLE WATERTIGHT SLOPE TOP OF BENCH AT
BOOT (TYPICAL) 1/2" PER FT.
MH FRAME AND COVER
ABOVE
MANHOLE STEPS, ALIGN
r SLOPE VERTICALLY
(TYP�.
.' OPEN GUTTER AT UNIFORM
.i' SLOPE, PIPE CAST IN
INVERT, WITH TOP REMOVED,
5" MIN. MAY BE USED
6" MIN.
OPEN FIELD CONDITION
IICAST-IN-PLACE CONC. COLLAR
j 6" MIN.
2" MAX.
PLAN
STREET CONDITION
1'-6" MIN TO
1'-8" MAX. ,
PRE -CAST GRADE RINGS
(SEAL WITH RUB'R-NEK)
ASPHALT SURFACING
OR CONCRETE COLLAR
PAVEMENT AND
�—SUBGRADE AS
SPECIFIED
8" MIN. PRE -CAST GROOVE SLAB TOP
RUB'R NECK
GASKET 24" DIA. CI MANHOLE FRAME AND
SELF-SEALING LID. NEENAH R-1500,
R -1915-G IF REQUIRED, OR EQUAL,
i WITH "SEWER" CAST IN COVER
4'-0" OR 5'-0" DIA. 12" EXTERNAL JOINT WRAP
48"0 5" MIN.
60'0 6" MIN. h�
PRECAST BARREL SECTION
ILV
i
i�
zMANHOLE STEPS, AT 12"
a O.C. POLY -COATED STEEL
o FLEXIBLESLOPE AT
v� I WATERTIGHT 1"-2"/FT.
V) N BOOT i 0'-10" MIN TO
J 3' MIN. 1'-3" MAX
TO CORE _ _ I
O.D. 2/3 PIPE DIA.
8" MIN. PRECAST CONCRETE BASE
CONCRETE FILL l PLACE BASE ON 12" OF
SECTION 6" COMPACTED 1-1/2" WASHED
Shallow Precast Concrete Manhole ROCK FOR STABILIZATION.
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-40 Revised March 2012
48"0 5"
60"0 6"
FLEXIBLE WATERTIGHT BOOT
(TYPICAL)
MANHOLE FRAME AND
COVER ABOVE
MANHOLE STEPS, ALIGN
VERTICALLY
OPEN GUTTER AT UNIFORM
SLOPE, PIPE CAST IN
INVERT, WITH TOP REMOVED,
MAY BE USED
PLAN ASPHALT SURFACING
OR CONCRETE COLLAR
OPEN FIELD CONDITION_ STREET CONDITION
CAST -IN-PLACE CONC. 1'-3" MIN TO
COLLAR V -S" MAX. PAVEMENT AND
SEE 6" MIN.
DR INGS
MIN. � �� '� " � SUBGRADE AS
4 MAX. SPECIFIED
FLEXIBLE PRECAST GRADE RINGS
Ln WATERTIGHT (SEAL WITH RUB'R-NEK)
ry w BOOT
RUB'R ECCENTRIC CONE
NECK
SEWER PIPE TEE GASKET 24" DIA. CI MANHOLE FRAME AND
1/2 PI E DIA. SELF-SEALING LID. NEENAH R-1500,
a CONC. DAM R -1915-G IF REQUIRED, OR EQUAL,
7-0
- - , WITH "SEWER" CAST IN COVER
a Ld 12" EXTERNAL JOINT WRAP
� v=i -- 5" 4'-0" OR 5'-0" DIA.
w w J DROP PIPE Mi
_ 5 COMPACTED
IL 0 ¢ BEDDING CONC. E CASEMENT PRECAST BARREL SECTION
0. - MATERIAL
Z SLOPE AT, MANHOLE STEPS, AT 12" O.C.
1 "-2"/FT. POLY -COATED STEEL
3" MIN. AT
HIGHEST PIPE � � O'-10" MIN TO
-- CONCRET� FILL 1'-3" MAX
1
90' BEND -- -- 2/3 PIPE DIA.
."a
8" MIN. PRECAST CONCRETE BASE
3" MIN, CLEAR
ire.ri.,rl
(TYP. 3 SIDES) SECTION 6 PLACE BASE ON 12" OF
COMPACTED 1"-2" WASHED
Drop Precast Concrete Manhole ROCK FOR STABILIZATION.
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-41 Revised March 2012
7' MINIMUM COVER, FOR 5' TO 7' COVER,
FINAL PROVIDE 2" INSULATION BOARD. STYROFOAM
GRADE 1-1I-60 OR EQUAL (ADDITIONAL 2" FOR EACH
FOOT UNDER 7' OF COVER).
SEWER
SERVICE
ADAPTOR COUPLINGS
BEND AS REQUIRED
- i1i ff - - 111 " t 11--7\ /-- SEWER MAIN
*ANGLE MAY BE REDUCED IF REQUIRED TO
ACHIEVE MINIMUM COVER, WITH PRIOR
APPROVAL FROM FRASER.
SERVICE LINE TO BE INSTALLED SEWER MAIN
AT GRADE GIVEN IN SECTION 4
OF STANDARDS
I
INSTALL WATERTIGHT CAP W/ 4"
x 4" MARKER POST OR
CONNECT TO BUILDING SEWER
45 DEGREE WYE OR TEE FITTING FOR PVC PIPE.
APPROVED SADDLE TEE FOR CLAY PIPE. GPK,
HARCO OR APPROVED EQUAL. SADDLE TEE I
SHALL BE ROTATED 45 DEGREES AS SHOWN;
FASTEN WITH TWO (2) STAINLESS STEEL BANDS
Sewer Service Line Connection Detail
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-42 Revised March 2012
CONCRETE COLLAR
12"
0o
4" CLEANOUT ADAPTER
FITTING THREAD PLUG
I
4" PVC RISER
I
4"-45' BEND
PIPE MATERIAL AS SPECIFIED i
FOR SITE CONDITIONS
G
i
i
MIN. SLOPE PER STANDARDS
PROVIDE WATERTIGHT PLUG
IF CLEANOUT IS AT END OF
NOTE: LINE.
SEE ATTACHMENT A-44 FOR
SEWER CLEANOUT PAVED 45' WYE
AREA COLLAR DETAIL
Sewer Service Line Cleanout Detail - Unpaved Location
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-43 Revised March 2012
CLEAN(
FINISH GRADE
PAVEMENT
BASE COURSE
OR FLOWABLE
FILL
COMPACTED
SUBGRADE
(SEE SPECS.)
NOTES:
PAVEMENT
CNCRETE COLLAR
DUTY C.I.
NEENAH
:QUAL
COLLAR
1 THICKNESS
1. "D" = FOR H.M.A. PAVEMENT OVERLAYS OR SURFACE TREATMENTS
2. "D" = �1" FOR H.M.A. PAVEMENT RECONSTRUCTION OR NEW CONSTRUCTION
3. "D" = FOR CONCRETE STREETS
4. CLEANOUT MUST BE PLUMB
5. THIS DETAIL APPLIES TO BOTH ASPHALT AND CONCRETE STREETS
Sewer Cleanout Collar Detail - Paved Location
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-44 Revised March 2012
Town of Fraser
Attachment A-1
Revised March 2012
These designs, plans, and contract documents are reviewed for concept and
general conformance to the Town's minimum standards only, and the
responsibility for design adequacy shall remain with the Engineer of Record.
This review does not imply responsibility by either the Town of Fraser or the
Town's Engineer for completeness, accuracy or correctness of calculations. The
review does not imply that quantities of items indicated on the Plans are the final
quantities required. The review shall not be construed for any reason as
acceptance of financial responsibility by the Town of Fraser or any of the
reviewing parties for additional items and additional quantities of items shown
that may be required during the construction phase.
Approved for construction within one (1) year of the earliest of these dates:
By
Town Engineer Date
By
Town of Fraser Date
By
East Grand Date
Fire Protection District #4
Note: East Grand Fire Protection District #4 signature line shall only be required on
projects extending or modifying Fraser's Water Distribution System.
Approval Block
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-1
Revised March 2012
These As -Built plans were prepared in accordance with the Minimum
Design Criteria and Construction Standards of the Town of Fraser. The
plans reflect the as -built conditions of the project incorporating all
modifications, change orders and field adjustments made to the plan set
approved for construction, last dated
By
Contractor Date
By [Seal]
Engineer of Record Date
By
Developer Date
Approval of the As -Built Plan does not imply acceptance of the project. It
only implies acceptance of form and format. It is the Developer's project
team's responsibility to provide accurate complete As -Built information.
Town of Fraser
By
Date
As -Built Plan Submittal Block
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-2 Revised March 2012
GENERAL NOTES:
LOCATE:
-STORM SEWER BENDS
-INLETS
-FLOWLINE ELEV. & INVERT ELEV
-STORM SEWER MANHOLES
-INVERT ELEVATIONS & RIM ELEVATIONS
-ALL BUILDING PERIMETER DRAIN LINES.
NOTE:
-ANY KNOWN R.O.W. & EASEMENT INFORMATION
-DISTANCES TO EDGE OF PAVEMENT & TO R.O.W. OR EASEMENTS
-FINAL INVERT ELEVATIONS W/ BENCHMARK ELEVATION REFERENCED.
-LENGTH, SIZE, MATERIAL & SLOPE OF LINE AS INSTALLED.
-DISTANCES BETWEEN UNDERGROUND UTILITIES.
-PERMANENT EASEMENT MONUMENTS & PROPERTY CORNERS (PC) WHERE USED FOR TIES
-SERVICE STREET ADDRESSES.
II CLEAN-OUT
RIGHT OF WAY
EDGE OF PAVEMENT
RIM ELEV: MH
INVERT ELEV IN: - RIM ELEV: - DIMENSION DIMENSION
INVERT ELEV OUT: INVERT ELEV IN:
q STREET_ INVERT ELEV OUT:
DIMENSION
4
1743 ANYWHERE ST.
BUILDING
PERIMETER DRAIN FENCE)
DIM
DIMENSION
STORM INLET
TRANSFORMER
BUILDING
NOTES:
1. DRAFT "AS -RECORDED" DRAWINGS TO SCALE.
2. TREES SHALL NOT BE USED AS AS -BUILT
REFERENCE POINTS
As -Built Plan Required Information
(Street and Storm Drainage Systems)
THESE DETAILS ARE PROVIDED FOR STANDARDIZATION PURPOSES ONLY. THIS DETAIL REPRESENTS MINIMUM
DESIGN STANDARDS WHICH MAY REQUIRE UPGRADING FOR SPECIFIC APPLICATIONS. REFER TO TOWN OF FRASER
MINIMUM DESIGN CRITERIA AND CONSTRUCTION STANDARDS FOR SPECIFIC MATERIAL AND INSTALLATION
REQUIREMENTS.
Town of Fraser
Attachment A-3
Revised March 2012